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Home My WebLink About1.0 ApplicationREQUEST FOR LOMR HUBBARD GULCH 14TH STREET MARKETPLACE RIFLE, COLORADO SUBMITTED TO: FEMA REVIEWER MICHAEL BAKER JR., INC. UNION FINANCIAL PLAZE, SUITE 200 355 UNION BOULEVARD LAKEWOOD, CO 80228 PREPARED BY: RHINO ENGINEERING, INC. 1229 NORTH 23RD STREET, SUITE 201 GRAND JUNCTION, CO 81501 (970) 241-6027 MOUNTAIN CROSS ii& November 28, 2007 Mr. Fred Jarman Garfield County Planning 108 8th Street, Suite 401 Glenwood Springs, CO 81601 ENGINEERING, INC. CIVIL AND ENVIRONMENTAL CONSULTING AND DESIGN RE: Review of Floodplain Study for 14`h Street Marketplace and Hubbard Gulch Dear Fred: A review has been performed of the documents of the Hubbard Gulch Floodplain Study adjacent to the 14th Street Market Place. The package was found to be thorough and well organized. The submittal generated no comments. Feel free to call if any of the above needs clarification or if you have any questions or comments. Sincerely, Mountain Cross Enginee ing, Inc. Chris Hale, PE 826 1/2 Grand Avenue • Glenwood Springs, CO 81601 PH: 970.945.5544 • FAX: 970.945.5558 • www.mountaincross-eng.com 14th Street Marketplace, LLC c/o Peak Properties of Aspen, Inc. 600 East Main Street, Suite 103 Aspen, CO 81611 970 948-2500, 97o 920-2131 fax sallypotvin@gmail.com October 26, 2007 Fred Jarman Flood Plain Administrator Garfield County 108 8th Street Glenwood Springs, CO 81601 Dear Fred, I am trying to get out of town for 2 weeks today so have enclosed the FEMA report with all calculations printed out and concerns answered. Behind the application are the draft public notices as required by FEMA and updated by the engineer. We can publish it as soon as I get back. I can send out any notifications that you think are necessary. I have sent a complete set of applications to the City of Rifle for Matt Sturgeon and Jeff Simonson's review also. Please review these plans and I will call you no November 12 or 13th to see if you have questions or concerns. I have the original application that I can bring to you for signature then. Sincerely, Sally Potvin October 8, 2007 tSLN� 1229 North 23rd Street, Suite 201 • Grand Junction, Colorado 81501 (970) 241-6027 • Fax: (970) 256-7992 www.rhinoengineers.com • email: reinc23@gwest.net Michael Baker Jr., Inc. Attn: Mr. Joseph Kuechenmeister, EIT, CFM Union Financial Plaza, Suite 200 355 Union Boulevard Lakewood, CO 80228 Re: LOMR for Hubbard Gulch — 14th Street Marketplace Rifle, CO Case No. 07-08-0852P Community No. 085078 This submittal responds to your comments dated September 7, 2007 regarding the request for a Letter of Map Revision (LOMR) for the above referenced community. Responses to your comments are as follows: 1. Community acknowledgement has been included. 2. See attached response regarding the public notice. 3. Input and output data from the HEC -2 effective model for Hubbard Gulch have been included. (Appendices 1 and 2) 4. All duplicate effective model data (Appendices 3 and 4) and existing conditions model data (Appendices 5 and 6) have been included in both hard copy and electronic copy for the base flood. Printouts of all HEC -RAS input and output data has been attached. 5. The boundaries of the proposed base floodplain and effective base floodplain have been clearly identified on the topographic workmap. The alignment and location of Cross Sections 9.0 — 14.0 have been shown on the revised workmap which can be found in back pocket of binder. 6. Boundaries of the proposed base floodplain and floodway have been tied into the effective boundaries as shown on the revised workmap. 7. A CD including an AutoCAD drawing of the workmap and all HEC -RAS files has been attached in the binder. Serving Colorado, Utah & Nevada Sincerely, John E. Kornfel Rhino Engineering, cc: Ms. Sally Potvin, Peak Properties of Aspen, Inc. Mr. Mathew Sturgeon, Assistant City Manager, City of Rifle, Colorado Fred Jarman, Garfield County Floodplain Coordinator July 23, 2007 FEMA Map Coordinator Contractor 3601 Eisenhower Avenue, Suite 600 Alexandria, VA 22304-6425 1229 North 23rd Street, Suite 201 • Grand Junction, Colorado 81501 (970) 241-6027 • Fax: (970) 256-7992 www.rhinoengineers.com • email: reinc23@gwest.net Re: LOMR for Hubbard Gulch 14th Street Marketplace Development (Cross Sections G — L) Rifle, Colorado Dear LOMR Reviewer, This letter is to provide you with a narrative of the project so that you are more knowledgeable of the reason for this request. Introduction and Background The FIRM for the city of Rifle, Colorado (Garfield County) detailing Hubbard Gulch became effective -on June 1571973. The floodway map for the City of Rifle later became effective on January 3, 1986. The FIRM and floodway boundary map panel numbers for the project are 085078 1351D and 085078 1351. This LOMR request involves parcel identification numbers 217709200058 for 1415 Railroad Avenue and 217709200059 for 1439 Railroad Avenue. 1415 Railroad Avenue is located northwest of the intersections of 14th Street and Railroad Avenue and is 1.94 acres in size. The adjacent 1439 Railroad Avenue property, 1.93 acres in size, is situated to the north. A portion of these properties is located within Zone A4 and the floodway boundary on the existing FIRM and floodway map. A combination residential/commercial development which will be referred to as 14`h Street Marketplace is planned for the site. Five 4-plex residential units are proposed along the western boundary. A sketch plan showing the proposed residential units in addition to the effective and existing conditions floodplain has been attached. According to the effective FIRM and floodway map, three of the residential units would be located within the flood fringe and floodway. Since the flood fringe and floodway boundaries overlap each other along this reach, construction of these units would be prohibited according to current mapping. This LOMR will show that the boundary of the floodway and flood fringe is located nearer the channel banks, and thus the proposed residential units will be outside the 100 -year floodplain. Duplicate Effective Model The effective model and workmaps obtained from Michael Baker Corporation for Hubbard Gulch were completed in 1984. It was noted that base flood elevations near the site on the current FIRM do not match the provided HEC -2 model. Serving Colorado, Utah & Nevada According to correspondence with Michael Backer Corporation, Cross Sections D -J on the FIRM correspond with the City of Rifle Flood Insurance Study Report. Cross Sections K -W correspond with the Garfield County Unincorporated Area Flood Insurance Study Report. For unknown reasons, there are discrepancies between Cross Section I and K (adjacent to the site) where the FIRM does not match the model. However, in order to complete a duplicate effective model, the HEC -2 model was used. Duplicate effective floodplain and floodway models were created using HEC -RAS software. Due to differences in the computation of critical depth between the HEC -2 and HEC -RAS programs, water surface elevations vary very slightly between the effective and duplicate effective floodplain models. Bridge and culvert modeling routines have also been improved since the 1984 HEC -2 effective model. Consequently, water surface elevations upstream of the culvert located between Cross Sections I and J in the HEC -RAS duplicate effective model vary from the HEC -2 Model. A duplicate effective floodway model was also created. In the effective HEC -2 floodway model, Encroachment Method 6 was used to determine the floodway boundaries between cross sections G and L. This encroachment method uses an optimization scheme to obtain a difference in the energy grade line elevation as close as possible to the specified target difference. Following numerous trials, a combination of Encroachment Methods 2 and 4 were used in the duplicate effective HEC -RAS model in order to produce results more similar to the HEC -2 model. Both the duplicate effective floodplain and floodway models were checked with CHECK - RAS software. Existing Conditions Model Prior to the creation of an existing conditions HEC -RAS model, several cross sections along Hubbard Gulch adjacent to the site were surveyed. This new data provided updated and more detailed topographical information for the inclusion of new cross sections in the existing conditions model between effective cross sections 10.00 and 14.00 (H and L). The elevations of new contour data were based on the NGVD of 1929 in order to match the current FIRM. The culvert identified between cross sections I and J in the effective HEC -2 model, just west of 14th Street and Howard Avenue intersections on the FIRM, has since been removed. This was reflected in the existing conditions model. Twelve cross sections based on updated topographical data were added between Cross Sections 10.00 and 14.00 (H and L) for the existing conditions model. Contour data for cross sections were obtained from surveys completed in 2006 and 2007 by Sopris Engineering. Cross Sections 11.2, 12.00, and 13.00 (I, J, and K) were left out of the existing conditions model to reflect the removal of the culvert that was historically located between the cross sections. Discharge values from the effective hydrologic study for Hubbard Gulch were not altered. Encroachment Methods 1 and 4 were used in the existing conditions floodway model. An initial floodway analysis was completed using Encroachment Method 4 with a target rise in water surface set equal to 1.0 foot. Water surface target elevations and encroachment stations were then adjusted during successive analyses Both the existing conditions floodplain and floodway models were checked with CHECK - RAS software. Conclusion The enclosed analysis is per instructions for Letters of Map Revision and Map Modernization Guidelines and Specifications for Flood Hazard Mapping Partners. The attached existing conditions HEC -RAS model and documentation will show that the proposed units are situated outside of the floodway and flood fringe area. However, the site will still be located in Zone B, within the 500 year flood boundary. Submittal Inclusions • MT -2 Overview and Concurrence Form • MT -2 Riverine Hydrology and Hydraulics Form • MT -2 Payment Information Form • CD With HEC -RAS Files • Annotated FEMA FIRM Map • Annotated FEMA Floodway Map • Sketch Plan of Proposed Development with Effective and Existing Conditions Floodplain Boundaries • Certified Topographic Map of Site If you have any questions, or need additional information, please call at us at 970-241-6027. Sincerely, RHINO ENGINEERING, IN 0 RI -Gist By: Cc: John E. Kornfeld, Sally Potvin Peak Properties of Aspen Yancy Nichol Sopris Engineering Jeff Simonson Schmueser Gordon Meyer Engineering FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM O.M.B No. 3067-0148 Expires September 30, 2005 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): 0 CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFIP Regulations.) B. OVERVIEW 1. The NFIP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 480287 City of Katy Harris County TX TX 480301 48201C 0005D 0220G 02/08/83 09/28/90 085078 City of Rifle_-- - ---- -_-- -____- -_-- CO __-_--085078- - -- -1351D- -_-06/15/73_-- / 085078 City of Rifle CO 085078 1351 01/03/86 2. Flooding Source. Hubbard Gulch 3. Project Name/Identifier: 14rh Street Marketplace 4. FEMA zone designations affected: A4 (choices: A, AFI, AO, A1 -A30, A99, AE, AR, V, V1 -V30, VE, 8, C, D, X) 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) 0 Physical Change ® Improved Methodology/Data IA Regulatory Floodway Revision 0 Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: ® Riverine 0 Coastal ■ Shallow Flooding (e.g., Zones AO and AI -I) • Alluvial fan • Lakes • Other (Attach Description) Structures: ■ Channelization ■ Levee/Floodwall 0 Bridge/Culvert • Dam • Fill • Other, Attach Description FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 1 of 2 C. REVIEW FEE IHas the review fee for the appropriate request category been included? ® Yes Fee amount: $0.00 0 No, Attach Explanation IPlease see the FEMA Web site at http://www.fema.gov/plan/prevent/fhm/frm fees.shtm for Fee Amounts and Exemptions. D. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Sally Allen-Potvin Company: Peak Properties of Aspen, Inc. Mailing Address: 600 East Main Street, Suite 103 Aspen, CO 81611 Daytime Telephone No.: 970-920-2300 Fax No.: 970-920-2131 E -Mail Address: 5i41aa iY �t V M. ;it' , co Signature of Requester (required): �ea Dataek®e-:e a%o/o7 As the community official re ponsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed o proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that r o fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. Community Official's Name and Title: Telephone No.: 'Community Name: Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name:of hod r / �o G License No.: 33o 4y Expiration Date: O 9-30— 8 Company Name: Rhino Engineering, Inc. Telephone No.: 970-241-6027 Fax No.: 970-256-7992 Signature: ittt E Date: /6-8-07 Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Required if ... IA Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations ■ Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam • Coastal Analysis Form (Form 4) New or revised coastal elevations ■ Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) • Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT -2 Form 1 Page 2 of 2 FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM O.M.B No. 3067-0148 Expires September 30, 2005 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. IFlooding Source: Hubbard Gulch Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ® Not revised (skip to section 2) ❑ Alternative methodology ❑ No existing analysis ❑ Proposed Conditions (CLOMR) 2. Comparison of Representative 1% -Annual -Chance Discharges ❑ Improved data ❑ Changed physical condition of watershed Location Drainage Area (Sq. Mi.) FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records 0 Precipitation/Runoff Model [TR -20, HEC -1, HEC -HMS etc.] ❑ Regional Regression Equations 9 Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en modl.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes 0 No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1. Reach to be Revised 12 Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit NW of 12th St. and Howard Av. Cross Sect G (9.00) 5373.62 5373.65 Upstream Limit SW of 16°' St.and Railroad Av. Cross Sect L (14.00) 5390.90 5390.90 Hydraulic Method Used Hydraulic Analysis HEC -RAS [HEC -2 , HEC -RAS, Other (Attach description)] FEMA Form 81-89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK -2 and CHECK -RAS, to aid in the review of HEC -2 and HEC -RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK -2 and CHECK -RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK -2 and CHECK -RAS can be downloaded from http://www.fema.gov/plan/prevent/fhm/frm_soft.shtm. We recommend that you review your HEC -2 and HEC -RAS models with CHECK -2 and CHECK -RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? ® Yes ❑ No 4. Models Submitted Duplicate Effective Model* Corrected Effective Model* Existing or Pre -Project Conditions Model Revised or Post -Project Conditions Model Other - (attach description) Natural File Name: Natural File Name: Natural File Name: Natural File Name: Natural File Name: Dup. Eff. Floodpain Floodway File Name: Dup. Eff. Floodway Floodway File Name: Ex. Cond. Floodplain Floodway File Name: Ex. Cond. Floodway Floodway File Name: Floodway File Name: *Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://www.fema.gov/plan/prevent/fhm/en modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1% -annual -chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2% -annual -chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie in withtheeffective floodplain and -regulatory floodway bounda?ies. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1% and 0.2% -annual -chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%- and 0.2% -annual -chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? 0 Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? 0 Yes ® No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT -2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? ® Yes 0 No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1% -annual -chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT -2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? 0 Yes ® No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT -2 Form 2 Instructions. FEMA Form 81-89A, SEP 02 Riverine Hydrology & Hydraulics Form MT -2 Form 2 Page 2 of 2 p,r NOTIFICATION FOR LOMR FLOODWAY REVISION The Garfield County Floodplain Administrator and the City of Rifle Floodplain Administrator, in accordance with the National Flood Insurance Program regulation 65.7(b)(1), hereby gives notice of Garfield County and the City of Rifle's intent to revise the floodway of Hubbard Gulch, generally located between 12'h and 16th Street West of Railroad Avenue. Specifically, the floodway shall be revised from a point 230 feet downstream of 14th Street and Howard Avenue intersections to a point 575 feet upstream of 14th Street and Howard Avenue intersections. As a result of the floodway revision, the floodway shall narrow with a maximum narrowing of 220 feet at a point directly west of 14th Street and Howard Avenue intersections. Additionally, the west boundary of the floodway shall shift outward a maximum of 10 feet directly west of 1415 Railroad Avenue. This revision is the result of new engineering of existing conditions. There will be no revisions to the floodway as a result of any physical changes to Hubbard Gulch or the 1415 or 1439 Railroad Avenue property to the west of Hubbard Gulch. Maps and detailed analysis of the floodway revision in Garfield County can be reviewed at the Garfield County Building and Planning Department located at 108 8th Street, Suite 401 in Glenwood Springs. Interested persons may call Mr. Fred Jarman, Garfield County Floodplain Administrator, at 970-945-8212 for additional information from to Maps anddetailedanalysis of the floodway revision in the City of Rifle earrbe reviewed at the Rifle Building and Planning Department located at 202 Railroad Avenue in Rifle. Interested persons may call Mr. Floodplain Administrator, at 970 - for additional information from to PAS (Date) (Affected property owner name) (Affected property owner mailing address) Re: Notification of Floodway Revision for Hubbard Gulch Dear (Affected property owner) The Flood Insurance Rate Map (FIRM) for a community depicts the floodplain, the area which has been determined to be subject to a 1% (100 -year) or greater chance of flooding in any given year. The floodway is the portion of the floodplain that includes the channel of a river or other watercourse and the adjacent land area that must be reserved in order to discharge -the -base -flood -without cumulatively -increasing -the water surface elevation by more than a designated height. The Garfield County Floodplain Administrator, in accordance with National Flood Insurance regulation 65.7(b)(1), hereby gives notice of Garfield County's intent to revise the 1% annual chance (100 -year) floodway, generally located between 12th and 16th Street West of Railroad Avenue. Specifically, the floodway shall be revised from a point 230 feet downstream of 14th Street and Howard Avenue intersections to a point 575 feet upstream of 14th Street and Howard Avenue intersections. As a result of the floodway revision, the floodway shall narrow with a maximum narrowing of 220 feet at a point directly west of 14th Street and Howard Avenue intersections. Additionally, the west boundary of the floodway shall shift outward a maximum of 10 feet directly west of 1415 Railroad Avenue. Maps and detailed analysis of the floodway revision can be reviewed at the Garfield County Building and Planning Department located at 108 8th Street, Suite 401 in Glenwood Springs. 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VIU4/VILY 1-V1 -v) 1--V1 '.4£L. 4£0_R£e 4y.__ .‘Jr moi. r£ >£ - z1lC11-02-n _ - p a -r40Xl t..r a:.l 0 D£ O>Z c. x-14 VI 1n _,44Ja <LS JJV :1N ssossc ' u1NulNfJcticv.:..- r0 -t,t 114 lilt 111111111 -J -1-4 J.. LU -U. LLLL . -]00 E7PL :00000 -00000 .ntnlrl0Nl 60,00 .INNn10: 0 C 'Y. N 11 11 p II N II 11 11 N 11 II X 11 ['Cr r_crccco^nnn ._1 ::zz: aszzzzzz:zz. uul.:uuuuuuuu LL G t;v V' allyl i.,nv ',11V 4: r` (.'Il/.V: V'v.NN.V:V:,nVVlntn arZZZZz2`. ccc OG000000000 NYiH 1.-11-11-11.-111-4E41-,1-41-4 1-4-4- 1-FF4--I--000.-'4' 000 000»000000 00 0040000000 uuU 0040000000 0 C001 0000 0000' SSv.t- SSS Sv'•SS 3 11 11 3 11 11 1 11 4 3 c r;rrccnrrncc zzzzzzzZZ7..Ea uur luuuu00000 16U,4: UQt41 J'L; IiA 4 `ZZ2 ZTZ_Zi 00 OCr 300 OCC`00 H1-+HNH HH H H 1-:1-1- c--4«0- «44 O444Q0000040 uuuuuuuuuuuv J J S 0-01'00 00000 oO0'000 -0.0.0 S.'0 11 11 11 11 N N 000117,017 ZZZ 2-"z 0110 000 141a1'.-:' V to V L': V:;V''-1 ZZ -.712=Z Cl 00:300' O1 -1-11M -1-4-1--1-F-' 00000 00000440 0000' DUPLICATE EFFECTIVE FLOODPLAIN MODEL HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 8:55:53 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado ******************************************************************************** PLAN DATA Plan Title: DUPLICATE EFF. FLOODPLAIN Plan File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.p01 Geometry Title: DUPLICATE EFFECTIVE FLOODPLAIN Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprlsl4thRarlroadprj.g06 Flow Title Flow File : HUBBARD GULCH FLOW DATA : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f01 Plan Summary Information: Number of: Cross Sections = 8 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 1 Lateral Structures = 0 Computational Information Water surface calculation tolerance Critical depth calculation tolerance Maximum number of iterations Maximum difference tolerance Flow tolerance factor 0.01 0.01 20 0.3 = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ******************************************************************************** FLOW DATA Flow Title: HUBBARD GULCH FLOW DATA Flow File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f01 Flow Data (cfs) ************************************************************************************************************* * River Reach RS * 10 -YEAR 50 -YEAR 100 -YEAR 500 -YEAR * * Hubbard Gulch Town of Rifle 14.0 * 290 500 880 1550 * ************************************************************************************************************* Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Hubbard Gulch Town of Rifle 10 -YEAR * Hubbard Gulch Town of Rifle 50 -YEAR * Hubbard Gulch Town of Rifle 100 -YEAR Normal 5 = 0.0133 * Normal S = 0.0133 * Normal S = 0.0133 * * Hubbard Gulch Town of Rifle 500 -YEAR * Normal S = 0.0133 * ******************************************************************************************************** ******************************************************************************** GEOMETRY DATA Geometry Title: DUPLICATE EFFECTIVE FLOODPLAIN Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.g06 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 14.0 INPUT Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5400 33 5399 46 5397 241 5397 264 5396 278 5395 290 5394 298 5393 312 5392 321 5391 334 5390 348 5386 350 5385.7 353 5385.7 356 5385.7 360 5390 370 5393 383 5394 503 5395 549 5397 575 5397 607 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 350 .035 360 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 350 360 250 350 190 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 13 INPUT -Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5392.5 210 5390 315 5383 318 5302.3 320 5382.3 321 5383 360 5390 440 5395 500 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 315 .035 321 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 315 321 150 345 150 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 12.0 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5392.5 468 5384 493 5381.5 592 5385.5 180 470 506 630 5390 5383 5381.5 5390 450 475 531 660 5388.5 5377.8 5382.5 5395 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 470 .035 480 .045 459 477 558 700 5387.5 5377.8 5383.5 5400 464 480 573 5385.5 5380.5 5384.5 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 470 480 100 45 12 .6 .8 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.2 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 5390 250 5388.7 380 5387.8 470 5367 520 5382 545 5379.6 549 5379.3 550.2 5376.7 552.5 5375.8 554.8 5376.7 556 5379.3 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 549 .035 556 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 549 556 68 60 68 .6 .8 BRIDGE RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.15 INPUT Description: Distance from Upstream XS = 10 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord *************************************************+.»******************a 0 5390 5379 250 5388.7 5379 380 5387.8 5379 470 5387 5379 520 5382 5379 545 5382 5379 549 5382.6 5379 550.2 5382.8 5379 552.5 5383 5379 554.8 5383.2 5379 556 5383.4 5379 592 5389 5379 630 5400 5379 Upstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5390 250 5388.7 380 5387.8 470 5387 520 5382 545 5379.6 549 5379.3 550.2 5376.7 552.5 5375.8 554.8 5376.7 556 5379.3 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 549 .035 556 .035 Bank Sta: Left Right Coeff Contr. Expan. 549 556 .6 .8 Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 0 5390 5379 250 5388.7 5379 380 5387.8 5379 470 5387 5379 520 5382 5379 545 5382 5379 549 5382.6 5379 550.2 5382.8 5379 552.5 5383 5379 554.8 5383.2 5379 556 5383.4 5379 592 5389 5379 630 5400 5379 Downstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ****.+t+.*********************************************************************** 0 5390 250 5388.7 380 5387.8 470 5387 520 5380.8 545 5377.7 549 5377.2 550.2 5374.8 552.5 5373.7 554.8 5374.8 556 5377.2 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 549 .035 556 .035 Bank Sta: Left Right Coeff Contr. Expan. 549 556 .6 .8 Upstream Embankment side slope = 1 horiz. to 1.0 vertical Downstream Embankment side slope = 1 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = 5362 Energy head used in spillway design = Spillway height used in design Weir crest shape = Broad Crested Number of Bridge Coefficient Sets = Low Flow Methods and Data Energy Momentum Cd = 1.8 Selected Low Flow Methods = Highest Energy Answer High Flow Method Energy Only Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.1 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ********************************************************************suss******* 0 5390 250 5388.7 380 5387.8 470 5387 520 5380.8 545 5377.7 549 5377.2 550.2 5374.8 552.5 5373.7 554.8 5374.8 556 5377.2 592 5389 630 5400 Manning's n Values num= 3 Sta... n Val.___ Sta_— n_Va1__- —_Sta ___ n_Val 0 .035 549 .035 556 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 549 556 160 120 90 .6 .8 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.0 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******srs******ssssss************ssssssssssssssssssssssssssss******************s 0 5385 160 5382 166 5380 197 5380 207 5375 213 5373 214 5372.5 216 5373 220 5375 226 5380 233 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ssssss************ssssssssssss************ssssss 0 .035 207 .035 220 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 207 220 100 120 150 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 10.0 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev x+xsssssssss******ssssssssssssss************sssssssssssssssss*Iv ***** *le ********** 0 5385 104 5376 175 5370.5 37 5381 155 5376 179 5371 61 5380 160 5375 181 5372 80 5379 171 5372 188 5373 98 5377 173 5371 196 5375 204 5379 207 5380 280 5381 316 5382 343 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 173 .035 179 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 173 179 140 140 60 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 9.0 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5379 6 5378 12 5375 23 5372 29 5371 32 5369 34 5368.4 39 5369 63 5375 69 5378 85 5379 111 5380 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 32 .035 39 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 32 39 200 212 210 .1 .3 ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Hubbard Gulch ***************************************************************** * Reach * River Sta. * nl * n2 * n3 * ***************************************************************** *Town of Rifle * 14.0 * .045* .035* .045* *Town of Rifle * 13 * .045* .035* .045* *Town of Rifle * 12.0 * .045* .035* .045* *Town of Rifle * 11.2 * .035* .035* .035* *Town of Rifle * 11.15 *Bridge * * * *Town of Rifle * 11.1 * .035* .035* .035* *Town of Rifle * 11.0 * .035* .035* .035* *Town of Rifle * 10.0 * .045* .035* .045* *Town of Rifle * 9.0 * .035* .035* .035* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Hubbard Gulch ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Town of Rifle * 14.0 * 250* 350* 190* *Town of Rifle * 13 * 150* 345* 150* *Town of Rifle * 12.0 * 100* 45* 12* *Town of Rifle * 11.2 * 68* 60* 68* *Town of Rifle * 11.15 *Bridge * * * *Town of Rifle * 11.1 * 160* 120* 90* *Town of Rifle * 11.0 * 100* 120* 150* *Town of Rifle * 10.0 * 140* 140* 60* *Town of Rifle * 9.0 * 200* 212* 210* ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Hubbard Gulch ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Town of Rifle * 14.0 * .1* .3* *Town of Rifle * 13 * .1* .3* *Town of Rifle * 12.0 * .6* .8* *Town of Rifle * 11.2 * .6* .8* *Town of Rifle * 11.15 *Bridge * * 01 01 04 co 01 co10 C3 00 01 01 Ln co 11) A 04 01 t7-0 CO co or 01 01 CO 04 00 1.0 04 04 04 co to oo 4)41 co to co to 0- oo 00 CO 01 a 00 00 04 6 (03 co 6 ID .L.LT Pi (c) LC) 40 co 00 en co Ln 0 -- co tri co 00 00 pi op oo 00 00 co 00 Cc) tf) in 6 00 co 00 co 3 c‘i co co oo on CD 00 0 -- to to tri 0'- 0) 00 Lee 00 Ln a 6 00 oo co co co on a ui 00 to 00 00 co. LAI ;7. CC; 00 r - C3 lf ) 00 co 0- 0) 00 ui co to o° 6 oo to ni co oo CO co 0 -- LII tri r - Pi r - 0 4) 0 0 •°1 6 2 0 co 0 00 a) 0 LO N- ceo 00 a ez 6 00 e.) HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X XXXXX XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X XXXX X X X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 8:55:53 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado CROSS SECTION RIVER:_Hubbard.. Gulch REACH: Town of Rifle RS: 14.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5392.27 * Element * Left 08 * Channel * Right OR * * Vel Head (ft) * 1.36 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5390.90 * Reach Len. (ft) * 250.00 * 350.00 * 190.00 * * Crit W.S. (ft) * 5390.90 * Flow Area (sq ft) * 56.04 * 43.43 * 1.36 * * E.G. Slope (ft/ft) *0.011685 * Area (sq ft) * 56.04 * 43.43 * 1.36 * * Q Total (cfs) * 880.00 * Flow (cfs) * 404.10 * 473.12 * 2.77 * * Top Width (ft) * 40.75 * Top Width (ft) * 27.74 * 10.00 * 3.01 * * Vel Total (ft/s) * 8.73 * Avg. Vel. (ft/s) * 7.21 * 10.89 * 2.04 * * Max Chl Dpth (ft) * 5.20 * Hydr. Depth (ft) * 2.02 * 4.34 * 0.45 * * Conv. Total (cfs) * 8140.7 * Conv. (cfs) * 3738.3 * 4376.8 * 25.6 * * Length Wtd. (ft) * 286.04 * Wetted Per. (ft) * 28.35 * 11.87 * 3.14 * * Min Ch El (ft) * 5385.70 * Shear (lb/sq ft) * 1.44 * 2.67 * 0.32 * * Alpha * 1.15 * Stream Power (lb/ft s) * 10.40 * 29.07 * 0.64 * * Frctn Loss (ft) * 3.49 * Cum Volume (acre -ft) * 1.28 * 1.10 * 0.92 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.63 * 0.22 * 0.39 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 13 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) ************************ Warning: Warning: Warning: Warning: Warning: * 5387.28 * Element * Left OB * Channel * Right OB * * 0.90 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * 5386.38 * Reach Len. (ft) * 150.00 * 345.00 * 150.00 * * 5386.38 * Flow Area (sq ft) * 85.45 * 23.05 * 31.74 * *0.012768 * Area (sq ft) * 85.45 * 23.05 * 31.74 * * 880.00 * Flow (cfs) * 451.31 * 262.58 * 166.11 * * 75.44 * Top Width (ft) * 50.63 * 6.00 * 18.81 * * 6.27 * Avg. Vel. (ft/s) * 5.28 * 11.39 * 5.23 * * 4.08 * Hydr. Depth (ft) * 1.69 * 3.84 * 1.69 * * 7788.0 * Conv. (cfs) * 3994.0 * 2323.8 * 1470.1 * * 202.21 * Wetted Per. (ft) * 50.74 * 6.30 * 19.11 * * 5382.30 * Shear (lb/sq ft) * 1.34 * 2.92 * 1.32 * * 1.48 * Stream Power (lb/ft s) * 7.09 * 33.22 * 6.93 * * 0.43 * Cum Volume (acre -ft) * 0.88 * 0.83 * 0.85 * * 0.24 * Cum SA (acres) * 0.41 * 0.16 * 0.34 * *********************************************************************** The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 12.0 CROSS--SECTION-OUTPUT Profile_4100-YEAR- - - -- ---- --- *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch E1 (ft) * Alpha * 5385.71 * 0.10 * 5385.61 *0.000846 * 880.00 * 129.19 * 2.33 * 7.81 * 30257.3 * 46.30 * 5377.80 * 1.15 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * Shear (lb/sq ft) * Stream Power (lb/ft s) * Cum Volume (acre -ft) * Left OB * Channel * Right OB * * 0.045 * 0.035 * 0.045 * * 100.00 * 45.00 * 12.00 * * 7.67 * 61.04 * 309.75 * * 7.67 * 61.04 * 309.75 * * 9.04 * 208.67 * 662.29 * * 6.27 * 10.00 * 112.92 * * 1.18 * 3.42 * 2.14 * * 1.22 * 6.10 * 2.74 * * 310.8 * 7174.7 * 22771.8 * * 6.80 * 13.25 * 113.06 * * 0.06 * 0.24 * 0.14 * * 0.07 * 0.83 * 0.31 * * 0.71 * 0.50 * Frctn Loss (ft) * 0.03 • 0.26 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.31 * 0.09 • 0.11 *********************************************************************************************** CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.2 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5385.67 * Vel Head (ft) * 0.11 * W.S. Elev (ft) * 5385.56 * Crit W.S. (ft) * 5382.54 * E.G. Slope (ft/ft) *0.000587 * Q Total (cfs) * 880.00 * Top Width (ft) * 94.76 * Vel Total (ft/s) * 2.59 * Max Chl Dpth (ft) * 9.75 * Conv. Total (cfs) * 36310.5 * Length Wtd. (ft) * 10.00 * Min Ch E1 (ft) * 5375.80 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * Shear (lb/sq ft) * Left OB * * 0.035 * * 10.00 * * 206.46 * * 206.46 * * 523.59 * * 64.55 * * * 2.54 * 3.20 * 21604.5 * 64.85 * 0.12 Channel 0.035 10.00 60.93 60.93 200.35 7.00 3.29 8.70 8266.8 10.67 0.21 * Right OB * * 0.035 * * 10.00 * * 72.60 * 72.60 * 156.06 * 23.21 * 2.15 * 3.13 * 6439.3 * 24.04 * 0.11 * Alpha * 1.06 * Stream Power (lb/ft s) * 0.30 * 0.69 * 0.24 * * Frctn Loss (ft) * 0.01 * Cum Volume (acre -ft) * 0.47 * 0.44 * 0.21 * * C & E Loss (ft) * 0.24 * Cum SA (acres) * 0.23 * 0.08 * 0.09 * *********************************************************************************************** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. BRIDGE RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.15 BRIDGE OUTPUT Profile #100-YEAR ********************************************************************************************* * E.G. US. (ft) * 5385.67 * Element *Inside BR US *Inside BR DS * * W.S. US. (ft) * 5385.56 * E.G. Elev (ft) * 5385.41 * 5384.65 * * Q Total (cfs) * 880.00 * W.S. Elev (ft) * 5384.91 * 5383.67 * * Q Bridge (cfs) * 47.34 * Crit W.S. (ft) * 5384.30 * 5383.67 * * Q Weir (cfs) * * Max Chl Dpth (ft) * 9.11 * 9.97 * * Weir Sta Lft (ft) * * Vel Total (ft/s) * 5.47 * 7.79 * * Weir Ste Rgt (ft) * * Flow Area (sq ft) * 160.97 * 112.94 * * Weir Submerg * * Froude # Chl * 0.34 * 0.54 * * Weir Max Depth (ft) * * Specif Force (cu ft) * 439.57 * 558.15 * * Min El Weir Flow (ft) * 5382.01 * Hydr Depth (ft) * 2.15 * 2.08 * * Min E1 Prs (ft) * 5379.00 * W.P. Total (ft) * 91.82 * 112.40* * Delta EG (ft) * 3.52 * Conv. Total (cfs) * 11013.7 * 5209.7 * Delta WS (Et) * 4.00 * Top Width (ft) * 74.73 * 54.39 * * BR Open Area (sq ft) * 15.09 * Frctn Loss (ft) * 0.47 * 0.09 * * BR Open Vel (ft/s) * 3.14 * C & E Loss (ft) * 0.29 * 0.32 * * Coef of 0 * * Shear Total (lb/sq ft) * 0.70 * 1.79 * * Br Sel Method *Energy only * Power Total (lb/ft s) * 3.82 * 13.95* ********************************************************************************************* Note. Momentum -answer -is -not -valid -if -the -water -surface -is -above the -low -chord -or -if -there is -weir- ow; The momentum answer has been disregarded. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.1 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * 5382.14 * Element * 0.59 * Wt. n -Val. * 5381.55 * Reach Len. (ft) * 5380.79 * Flow Area (sq ft) *0.004278 * Area (sq ft) * 880.00 * Flow (cfs) * 55.32 * Top Width (ft) * 5.79 * Avg. Vel. (ft/s) * 7.85 * Hydr. Depth (ft) * 13455.0 * Conv. (cfs) * 127.87 * Wetted Per. (ft) * 5373.70 * Shear (lb/sq ft) * 1.13 * Stream Power (1b/ft s) * Left OB * Channel * Right OB * * 0.035 * 0.035 * 0.035 * * 160.00 * 120.00 * 90.00 * * 76.16 * 46.90 * 28.86 * * 76.16 * 46.90 * 28.86 * * 396.03 * 353.95 * 130.02 * * 35.05 * 7.00 * 13.27 * * 5.20 * 7.55 * 4.51 * * 2.17 * 6.70 * 2.17 * * 6055.3 * 5411.8 * 1987.9 * * 35.32 * 10.47 * 13.96 * * 0.58 * 1.20 * 0.55 * * 2.99 * 9.03 * 2.49 * * Frctn Loss (ft) * 0.79 * Cum Volume (acre -ft) * 0.32 * 0.39 * 0.19 * * C & E Loss (ft) * 0.77 * Cum SA (acres) * 0.16 * 0.07 * 0.08 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5380.58 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.87 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5378.71 * Reach Len. (ft) * 100.00 * 120.00 * 150.00 * * Crit W.S. (ft) * 5378.71 * Flow Area (sq ft) * 13.80 * 65.04 * 8.28 * * E.G. Slope (ft/ft) *0.009640 * Area (sq ft) * 13.80 * 65.04 * 8.28 * * Q Total (cfs) * 880.00 * Flow (cfs) * 80.66 * 755.61 * 43.73 * * Top Width (ft) * 24.89 * Top Width (ft) * 7.43 * 13.00 * 4.46 * * Vel Total (ft/s) * 10.10 * Avg. Vel. (ft/s) * 5.85 * 11.62 * 5.28 * * Max Chl Dpth (ft) * 6.21 * Hydr. Depth (ft) * 1.86 * 5.00 * 1.86 * * Conv. Total (cfs) * 8962.9 * Conv. (cfs) * 821.5 * 7696.0 * 445.4 * * Length Wtd. (ft) * 122.57 * Wetted Per. (ft) * 8.31 * 13.98 * 5.80 * * Min Ch El (ft) * 5372.50 * Shear (lb/sq ft) * 1.00 * 2.80 * 0.86 * * Alpha * 1.18 * Stream Power (lb/ft s) * 5.84 * 32.54 * 4.54 * * Frctn Loss (ft) * 1.22 * Cum Volume (acre -ft) * 0.16 * 0.23 * 0.15 * * C & E Loss (ft) * 0.15 * Cum SA (acres) * 0.08 * 0.05 * 0.06 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 10.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5377.11 * Element * Left 013 * Channel * Right OB * * Vel Head (ft) * 1.38 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5375.74 * Reach Len. (ft) * 140.00 * 140.00 * 60.00 * * Crit W.S. (ft) * 5375.74 * Flow Area (sq ft) * 34.42 * 29.92 * 45.55 * * E.G. Slope (ft/ft) *0.010255 * Area (sq ft) * 34.42 * 29.92 * 45.55 * * Q Total (cfs) * 880.00 * Flow (cfs) * 208.44 * 371.54 * 300.03 * * Top Width (ft) * 41.15 * Top Width (ft) * 16.68 * 6.00 * 18.47 * * Vel Total (ft/s) * 8.01 * Avg. Vel. (ft/s) * 6.06 * 12.42 * 6.59 * * Max Chl Dpth (ft) * 5.24 * Hydr. Depth (ft) * 2.06 * 4.99 * 2.47 * * Conv. Total (cfs) * 8689.9 * Conv. (cfs) * 2058.3 * 3668.9 * 2962.7 * * Length Wtd. (ft) * 112.99 * Wetted Per. (ft) * 17.39 * 6.09 * 19.20 * * Min Ch E1 (ft) * 5370.50 * Shear (lb/sq ft) * 1.27 * 3.14 * 1.52 * * Alpha * 1.38 * Stream Power (lb/ft s) * 7.67 * 39.04 * 10.00 * * Frctn Loss (ft) * 1.07 * Cum Volume (acre -ft) * 0.10 * 0.10 * 0.06 * * C & E Loss (ft) * 0.02 * Cum SA (acres) * 0.05 * 0.02 * 0.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 9.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5374.94 * Vel Head (ft) * 1.29 * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * 5373.65 * 5373.65 *0.008734 * 880.00 * 40.61 * 8.26 * 5.24 * 9416.1 * * 5368.40 * 1.22 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * Shear (lb/sq ft) * Stream Power (lb/ft s) * Cum Volume (acre -ft) * C & E Loss (ft) * * Cum SA (acres) *********************************************************************************************** Left OR * Channel * Right OB * 0.035 * 0.035 * 0.035 * 28.76 * 34.61 * 43.14 * 28.76 * 34.61 * 43.14 * 191.87 * 393.95 * 294.18 * 15.03 * 7.00 * 18.58 * 6.67 * 11.38 * 6.82 * 1.91 * 4.94 * 2.32 * 2053.1 * 4215.3 * 3147.8 * 15.94 * 7.12 * 19.15 * 0.98 * 2.65 * 1.23 * 6.56 * 30.15 * 8.38 * * * * * * Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. O N c r 0 m 0 c N J (y) uopenal3 D 0 m J 6 0 O O 0 0 10 c m Co 0 n 0 0 i0 0 0 N O O 0 N m co rn 0 N m N I 1 0 rn 0 0 0 0 M 0 CO CO M N N ifl N CO (y) uoyena9 (y) uoyenal3 c 0 0 ) c 0 0 0 0 r 0 CO c DI J 0 0 0 N c 10 c A 0 c o m 0 0 V N r- N- n N h N N CO (y) u011en013 (y) uolgenal3 (y) uogenal3 c c 0 y E c 0 CO DUPLICATE EFFECTIVE FLOODWAY MODEL HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX x X X X X x X X x XXXXXX% XXXX x x X X x x X X x x x X XXXXXX XXXX XXXX XX XXXX X X X X X XXXXX XXX XXXX XXXXXX XXXX X X X X X XXXX X X X X X %XXXX **************.+st•i***********************************.x+.+.******************+ PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 10:11:38 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado ***************************************************************************•**** PLAN DATA Plan—T-itle:- DUPLICATE -EFF. -FLOODWAY ----- --- --- -- --- -- --- Plan File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.p03 Geometry Title: Geometry File : Flow Title Flow File Plan Summary Information: Number of: Cross Sections Culverts Bridges DUPLICATE EFFECTIVE FLOODWAY c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.g01 FLOODWAY c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f04 8 Multiple Openings 0 Inline Structures = 1 Lateral Structures = Computational Information Water surface calculation tolerance Critical depth calculation tolerance Maximum number of iterations Maximum difference tolerance Flow tolerance factor 0.01 0.01 20 0.3 0.001 0 0 0 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow Encroachment Data Equal Conveyance = Left Offset Right Offset = River = Hubbard Gulch RS Profile 14.0 100-FLOODWAY 13 12.0 11.2 11.1 11.0 100-FLOODWAY 100-FLOODWAY 100-FLOODWAY 100-FLOODWAY 100-FLOODWAY True 0 0 Reach = Town of Rifle Method Valuel Value2 4 .5 2 32 4 .4 4 .3 2 49 2 19 10.0 100-FLOODWAY 2 30 9.0 100-FLOODWAY 2 26 ******************************************************************************** FLOW DATA Flow Title: FLOODWAY Flow File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f04 Flow Data (cfs) ***********lc* **************************************************************** * River Reach RS * 100 -YEAR 100-FLOODWAY * * Hubbard Gulch Town of Rifle 14.0 * 880 880 * ***************************************************************************** Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Hubbard Gulch Town of Rifle 100 -YEAR * Normal S = 0.0133 * * Hubbard Gulch Town of Rifle 100-FLOODWAY * Normal S = 0.0133 * ******************************************************************************************************** ******************************************************************************** GEOMETRY DATA Geometry Title: DUPLICATE EFFECTIVE FLOODWAY Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.g01 CROSS SECTION RIVER: Hubbard Gulch REACH:—Town of.. Rifle _.__.__-RS. _. 14.0. INPUT Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5400 278 5395 334 5390 360 5390 575 5397 33 5399 290 5394 348 5386 370 5393 607 5400 46 298 350 383 5397 5393 5385.7 5394 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 350 .035 360 .045 241 312 353 503 5397 5392 5385.7 5395 264 321 356 549 5396 5391 5385.7 5397 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 350 360 250 350 190 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 13 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5392.5 210 5390 315 5383 318 5382.3 320 5382.3 321 5383 360 5390 440 5395 500 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 315 .035 321 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 315 321 150 345 150 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 12.0 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev x+xx++x++xxx+xxxxxxxxx+++++******xxxxxxxxx+xxxxxxxx xxxx xxxxxxxxx+xxxxx xxxxxxx x++ 0 5392.5 468 5384 493 5381.5 592 5385.5 180 470 506 630 5390 5383 5381.5 5390 450 475 531 660 5388.5 5377.8 5382.5 5395 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val +++++++<******xxx+++++xxxxxxxx xxx++x******xxxx+x 0 .045 470 .035 480 .045 459 477 558 700 5387.5 5377.8 5383.5 5400 464 5385.5 480 5380.5 573 5384.5 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 470 480 100 45 12 .6 .8 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.2 INPUT Description: Station Elevation Data num= 13 --Sta---- Elev _..-- Sta --_Eley ___Sta _- Elev_ __Sta __-_Elev ____.Sta __ Elev ******xxxxxxx+x+++xxxxxx+x+x**************************************************** 0 5390 250 5388.7 380 5387.8 470 5387 520 5382 545 5379.6 549 5379.3 550.2 5376.7 552.5 5375.8 554.8 5376.7 556 5379.3 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ++xxx+x+++xxxx******+++xxx******xx+++xxxxxxxxxxx 0 .035 549 .035 556 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 549 556 68 60 68 .6 .8 BRIDGE RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.15 INPUT Description: Distance from Upstream XS = 10 Deck/Roadway Width = 40 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ******x+++xx+x+++++xxxxxx++x++++xxxxxx******xxxxx+xxxxxxxxxxx+xxx+x+++x+ 0 5390 5379 250 5388.7 5379 380 5387.8 5379 470 5387 5379 520 5382 5379 545 5382 5379 549 5382.6 5379 550.2 5382.8 5379 552.5 5383 5379 554.8 5383.2 5379 556 5383.4 5379 592 5389 5379 630 5400 5379 Upstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev xxx++x+xxxx+++x+++x******+xxxx+xxx******xxx+x+xxxxxxx++++x++xxxxxxxxxxxxxxxxx+xx 0 5390 250 5388.7 380 5387.8 470 5387 520 5382 545 5379.6 549 5379.3 550.2 5376.7 552.5 5375.8 554.8 5376.7 556 5379.3 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val **********************************************s+ 0 .035 549 .035 556 .035 Bank Sta: Left Right Coeff Contr. Expan. 549 556 .6 .8 Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord ************************************************************************ 0 5390 470 5387 549 5382.6 554.8 5383.2 630 5400 5379 5379 5379 5379 5379 250 5388.7 520 5382 550.2 5382.8 556 5383.4 5379 5379 5379 5379 380 545 552.5 592 5387.8 5382 5383 5389 5379 5379 5379 5379 Downstream Bridge Cross Section Data Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev :x*.++*s*:ex+x+x+x+.+..+x..***************************************************** 0 5390 250 5388.7 380 5387.8 470 5387 520 5380.8 545 5377.7 549 5377.2 550.2 5374.8 552.5 5373.7 554.8 5374.8 556 5377.2 592 5389 630 5400 Manning's n Values Sta n Val 0 .035 num Sta n Val 549 .035 3 Sta x�> 556 n Val .035 Bank Sta: Left Right Coeff Contr. Expan. .6 .8 549 556 Upstream Embankment side slope = 1 horiz. to 1.0 vertical Downstream Embankment side slope = 1 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = 5382 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Energy Momentum Cd = 1.8 Selected Low Flow Methods = Highest Energy Answer High Flow Method Energy Only Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class 8 flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.1 INPUT Description: Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************+************************************************************* 0 5390 250 5388.7 380 5387.8 470 5387 520 5380.8 545 5377.7 549 5377.2 550.2 5374.8 552.5 5373.7 554.8 5374.8 556 5377.2 592 5389 630 5400 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 549 .035 556 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 549 556 160 120 90 .6 .8 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.0 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *******.s*********************************************************************.. 0 5385 160 5382 166 5380 197 5380 207 5375 213 5373 214 5372.5 216 5373 220 5375 226 5380 233 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 207 .035 220 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 207 220 100 120 150 .1 .3 CROSS SECTION RIVER: Hubbard Gulch -REACH:—Town-of Rifle - RS: 10.0 INPUT Description: Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******•*************************************...x......++************************ 0 5385 37 5381 61 5380 80 5379 98 5377 104 5376 155 5376 160 5375 171 5372 173 5371 175 5370.5 179 5371 161 5372 168 5373 196 5375 204 5379 207 5380 280 5381 316 5382 343 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val *******************************«************•++ 0 .045 173 .035 179 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 173 179 140 140 60 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 9.0 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev **++..st+**x.s.+..*************************************************......**** . 0 5379 6 5378 12 5375 23 5372 29 5371 32 5369 34 5368.4 39 5369 63 5375 69 5378 85 5379 111 5380 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 32 .035 39 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 32 39 200 212 210 .1 .3 ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Hubbard Gulch ***************************************************************** * Reach * River Sta. * ni * n2 * n3 * ***************************************************************** *Town of Rifle * 14.0 * .045* .035* .045* *Town of Rifle * 13 * .045* .035* .045* *Town of Rifle * 12.0 * .045* .035* .045* *Town of Rifle * 11.2 * .035* .035* .035* *Town of Rifle * 11.15 *Bridge * * * *Town of Rifle * 11.1 * .035* .035* .035* *Town of Rifle * 11.0 * .035* .035* .035* *Town of Rifle * 10.0 * .045* .035* .045* *Town of Rifle * 9.0 * .035* .035* .035* ************************************************ *le *************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Hubbard Gulch ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Town of Rifle * 14.0 * 250* 350* 190* *Town of Rifle * 13 * 150* 345* 150* *Town of Rifle * 12.0 * 100* 45* 12* *Town of Rifle * 11.2 * 68* 60* 68* *Town of Rifle * 11.15 *Bridge * * * *Town of Rifle * 11.1 * 160* 120* 90* *Town -of Rifle -*-- 11-.0- -*-- - 100*---- 120*---- -150* *Town of Rifle * 10.0 * 140* 140* 60* *Town of Rifle * 9.0 * 200* 212* 210* ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Hubbard Gulch ******************************************************* * Reach * River Sta. * Contr. * Expan. * ******************************************************* *Town of Rifle * 14.0 * .1* .3* *Town of Rifle * 13 * .1* .3* *Town of Rifle * 12.0 * .6* .8* *Town of Rifle * 11.2 * .6* .8* *Town of Rifle * 11.15 *Bridge *Town of Rifle * 11.1 * .6* .8* *Town of Rifle * 11.0 * .1* .3* *Town of Rifle * 10.0 * .1* .3* *Town of Rifle * 9.0 * .1* .3* ******************************************************* rd Gulch Reac tri CV 0 LO 00 17. co co co 0) 0 01 cv CO co 01 co co o LO (13 CNI 00 CO }• CO 04 o co ai co oi co cti 01 co co op oo co co CO co 6 $ r cv CO co 01 CO LO 03 \/CD 0 CD 03 CD 03 01 03 to co CO CD 01 to 0 CO CO O 06 CO LO CO 70 CO 11 • st 01 CD CD CO 0 o 01/ 00 CD CO 03 LO cd co co to 01 CO CO LO CD 03 LO CO LO co co 17) co on CO LO co co co CO LO 01 LO Tt CD 01 CO 00 LO 0) 6 LO co CD 07 CO CO TO oo co co oo to co tin (0 00 LO oo co co on to co co co CO tri 10 ri CO CO in LO CD 6 CO LO co co 00 CD co 00 CO co co on co on LO 03 01 LO LO LO en CO LO cd on CO cd LO co 6 en co LO CO CO LO LO ni co 00 CO 03 01 03 co CO LO VI LO co LO 07 LO co co 03 70 4- 6 6 co co co co LO LO co CO 03 co oo 03 co op co co CO co 0) co co op co O op op co op co co co oo co o o CD co co op co « ] LL 0 q 0 / # LL \- 17 0 _ f 0 0 re \ 0 y 1— } } / re } 0 } ) 0 ri - Legend WS 100-FLOODWAY WS 100 -YEAR Ground • Bank Sta Encroachment 0 m J WS 100-FLOODWAY 0 0_ N Encroachment (z) uopenal3 (u) uoilenal3 9 N 0 N (u)-uoneneo Legend WS 100-FLOODWAY WS 100 -YEAR Ground Bank Sta Encroachment 010 O O O O (0 O O N 0 0 O M 0 0 N O O m T O O N O O O LO O T O CO CO N N N CO CO CO (4) u0penel3 E 0 N t 0 COfai (J)uopenal3 — (g) uogenal3 Legend WS 100-FLOODWAY WS 100 -YEAR Ground Bank Sta Encroachment (u) uopenal3 (u) uopenal3 a 0 co N Legend WS 100-YEAR WS 100-FLOODWAY Ground • Bank Sta Encroachment HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX x X X X X X X X X X x X X x X X X X x XXXXXXX XXXX x XXX XXXX XXXXXX XXXX x X X x X X X X x x X X X X XXXX x x X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 10:11:36 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado CROSS SECTION RIVER: Hubbard Gulch REACH: Town oiRrfle RS: 14.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5392.27 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.36 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5390.90 * Reach Len. (ft) * 250.00 * 350.00 * 190.00 * * Crit W.S. (ft) * 5390.90 * Flow Area (sq ft) * 56.04 * 43.43 * 1.36 * * E.G. Slope (ft/ft) *0.011685 * Area (sq ft) * 56.04 * 43.43 * 1.36 * * Q Total (cfs) * 880.00 * Flow (cfs) * 404.10 * 473.12 * 2.77 * * Top Width (ft) * 40.75 * Top Width (ft) * 27.74 * 10.00 * 3.01 * * Vel Total (ft/s) * 8.73 * Avg. Vel. (ft/s) * 7.21 * 10.89 * 2.04 * * Max Chl Dpth (ft) * 5.20 * Hydr. Depth (ft) * 2.02 * 4.34 * 0.45 * * Conv. Total (cfs) * 8140.7 * Conv. (cfs) * 3738.3 * 4376.8 * 25.6 * * Length Wtd. (ft) * 286.04 * Wetted Per. (ft) * 28.35 * 11.87 * 3.14 * * Min Ch El (ft) * 5385.70 * Shear (lb/sq ft) * 1.44 * 2.67 * 0.32 * * Alpha * 1.15 * Stream Power (lb/ft s) * 10.40 * 29.07 * 0.64 * * Frctn Loss (ft) * 3.49 * Cum Volume (acre -ft) * 1.28 * 1.10 * 0.92 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.63 * 0.22 * 0.39 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * 5393.01 * Element * 2.06 * Wt. n -Val. * 5390.95 * Reach Len. (ft) * 5390.85 * Flow Area (sq ft) *0.016989 * Area (sq ft) * 880.00 * Flow (cfs) * 17.96 * Top Width (ft) * Left OB * Channel * Right O8 * * 0.045 * 0.035 * * 250.00 * 350.00 * 190.00 * * 34.64 * 43.94 * * 34.64 * 43.94 * * * 327.46 * 552.54 * * * 7.96 * 10.00 * * Vel Total (ft/s) * 11.20 * Avg. Vel. (ft/s) * 9.45 * 12.57 * * * Max Chl Dpth (ft) * 5.25 * Hydr. Depth (ft) * 4.35 * 4.39 * * * Conv. Total (cfs) * 6751.4 * Conv. (cfs) * 2512.3 * 4239.1 * * * Length Wtd. (ft) * 292.05 * Wetted Per. (ft) * 11.47 * 12.83 * * * Min Ch El (ft) * 5385.70 * Shear (lb/sq ft) * 3.20 * 3.63 * * * Alpha * 1.06 * Stream Power (lb/ft s) * 30.29 * 45.69 * * * Frctn Loss (ft) * 4.66 * Cum Volume (acre -ft) * 0.84 * 1.19 * 0.96 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * 0.23 * 0.22 * 0.24 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 13 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5387.28 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.90 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5386.38 * Reach Len. (ft) * 150.00 * 345.00 * 150.00 * * Crit W.S. (ft) * 5386.38 * Flow Area (sq ft) * 85.45 * 23.05 * 31.74 * * E.G. Slope (ft/ft) *0.012768 * Area (sq ft) * 85.45 * 23.05 * 31.74 * * Q Total (cfs) * 880.00 * Flow (cfs) * 451.31 * 262.58 * 166.11 * * Top Width (ft) * 75.44 * Top Width (ft) * 50.63 * 6.00 * 18.81 * * Vel Total (ft/s) * 6.27 * Avg. Vel. (ft/s) * 5.28 * 11.39 * 5.23 * * Max Chl Dpth (ft) * 4.08 * Hydr. Depth (ft) * 1.69 * 3.84 * 1.69 * * Conv. Total (cfs) * 7788.0 * Conv. (cfs) * 3994.0 * 2323.8 * 1470.1 * * Length Wtd. (ft) * 202.21 * Wetted Per. (ft) * 50.74 * 6.30 * 19.11 * * Min Ch El (ft) * 5382.30 * Shear (lb/sq ft) * 1.34 * 2.92 * 1.32 * *-Alpha * -1 48 Stream Power-(lb/ft s) * 7 09 * 33 22 * 6 93 * * Frctn Loss (ft) * 0.43 * Cum Volume (acre -ft) * 0.88 * 0.83 * 0.85 * * C & E Loss (ft) * 0.24 * Cum SA (acres) * 0.41 * 0.16 * 0.34 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5388.20 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.51 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5386.68 * Reach Len. (ft) * 150.00 * 345.00 * 150.00 * * Crit W.S. (ft) * 5386.68 * Flow Area (sq ft) * 42.26 * 24.91 * 32.73 * * E.G. Slope (ft/ft) *0.015018 * Area (sq ft) * 42.26 * 24.91 * 32.73 * * Q Total (cfs) * 880.00 * Flow (cfs) * 328.86 * 323.91 * 227.24 * * Top Width (ft) * 32.00 * Top Width (ft) * 13.00 * 6.00 * 13.00 * * Vel Total (ft/s) * 8.81 * Avg. Vel. (ft/s) * 7.78 * 13.01 * 6.94 * * Max Chl Dpth (ft) * 4.38 * Hydr. Depth (ft) * 3.25 * 4.15 * 2.52 * * Conv. Total (cfs) * 7181.0 * Conv. (cfs) * 2683.5 * 2643.1 * 1854.3 * * Length Wtd. (ft) * 206.29 * Wetted Per. (ft) * 15.85 * 6.30 * 14.56 * * Min Ch El (ft) * 5382.30 * Shear (lb/sq ft) * 2.50 * 3.71 * 2.11 * * Alpha * 1.25 * Stream Power (lb/ft s) * 19.46 * 48.19 * 14.63 * * Frctn Loss (ft) * 0.27 * Cum Volume (acre -ft) * 0.62 * 0.92 * 0.88 * * C & E Loss (ft) * 0.43 * Cum SA (acres) * 0.17 * 0.16 * 0.21 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 12.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5385.71 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.10 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5385.61 * Reach Len. (ft) * 100.00 * 45.00 * 12.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 7.67 * 61.04 * 309.75 * * E.G. Slope (ft/ft) *0.000846 * Area (sq ft) * 7.67 * 61.04 * 309.75 * * Q Total (cfs) * 880.00 * Flow (cfs) * 9.04 * 208.67 * 662.29 * * Top Width (ft) * 129.19 * Top Width (ft) * 6.27 * 10.00 * 112.92 * * Vel Total (ft/s) * 2.33 * Avg. Vel. (ft/s) * 1.18 * 3.42 * 2.14 * * Max Chl Dpth (ft) * 7.81 * Hydr. Depth (ft) * 1.22 * 6.10 * 2.74 * * Conv. Total (cfs) * 30257.3 * Conv. (cfs) * 310.8 * 7174.7 * 22771.8 * * Length Wtd. (ft) * 46.30 * Wetted Per. (ft) * 6.80 * 13.25 * 113.06 * * Min Ch El (ft) * 5377.80 * Shear (lb/sq ft) * 0.06 * 0.24 * 0.14 * * Alpha * 1.15 * Stream Power (lb/ft s) * 0.07 * 0.83 * 0.31 * * Frctn Loss (ft) * 0.03 * Cum Volume (acre -ft) * 0.71 * 0.50 * 0.26 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.31 * 0.09 * 0.11 * *********************************************************************************************** CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5387.22 * Element * Left OB * Channel * Right OB * -* Vel _Head _.(ft). -... _ _*- 0.07__ *_ Wt. _n-val. - _. __. * *__4.935_ * Q.0_45-_* * W.S. Elev (ft) * 5387.15 * Reach Len. (ft) * 100.00 * 45.00 * 12.00 * -* Crit W.S. (ft) * * Flow Area (sq ft) * * 76.45 * 333.29 * * E.G. Slope (ft/ft) *0.000447 * Area (sq ft) * * 76.45 * 333.29 * * Q Total (cfs) * 880.00 * Flow (cfs) * * 184.10 * 695.90 * * Top Width (ft) * 72.53 * Top Width (ft) * * 10.00 * 62.53 * * Vel Total (ft/s) * 2.15 * Avg. Vel. (ft/s) * * 2.41 * 2.09 * * Max Chl Dpth (ft) * 9.35 * Hydr. Depth (ft) * * 7.65 * 5.33 * * Conv. Total (cfs) * 41618.1 * Conv. (cfs) * * 8706.8 * 32911.3 * * Length Wtd. (ft) * 39.84 * Wetted Per. (ft) * * 17.40 * 66.82 * * Min Ch El (ft) * 5377.80 * Shear (lb/sq ft) * * 0.12 * 0.14 * Alpha * 1.01 * Stream Power (lb/ft s) * * 0.30 * 0.29 * * Frctn Loss (ft) * 0.02 * Cum Volume (acre -ft) * 0.54 * 0.52 * 0.25 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.15 * 0.09 * 0.08 * *********************************************************************************************** CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.2 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5385.67 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.11 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5385.56 * Reach Len. (ft) * 10.00 * 10.00 * 10.00 * * Crit W.S. (ft) * 5382.54 * Flow Area (sq ft) * 206.46 * 60.93 * 72.60 * * E.G. Slope (ft/ft) *0.000587 * Area (sq ft) * 206.46 * 60.93 * 72.60 * * Q Total (cfs) * 880.00 * Flow (cfs) * 523.59 * 200.35 * 156.06 * * Top Width (ft) * 94.76 * Top Width (ft) * 64.55 * 7.00 * 23.21 * * Vel Total (ft/s) * 2.59 * Avg. Vel. (ft/s) * 2.54 * 3.29 * 2.15 * * Max Chl Dpth (ft) * 9.75 * Hydr. Depth (ft) * 3.20 * 8.70 * 3.13 * * Conv. Total (cfs) * 36310.5 * Conv. (cfs) * 21604.5 * 8266.8 * 6439.3 * * Length Wtd. (ft) * 10.00 * Wetted Per. (ft) * 64.85 * 10.67 * 24.04 * * Min Ch El (ft) * 5375.80 * Shear (lb/sq ft) * 0.12 * 0.21 * 0.11 * * Alpha * 1.06 * Stream Power (lb/ft s) * 0.30 * 0.69 * 0.24 * * Frctn Loss (ft) * 0.01 * Cum Volume (acre -ft) * 0.47 * 0.44 * 0.21 * * C & E Loss (ft) * 0.24 * Cum SA (acres) * 0.23 * 0.08 * 0.09 * *****#4**********t**4**T#*************************************************44T*44t*4t##**#****** Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT ********************** * E.G. Elev (ft) * 5387.17 * Vel Head (ft) * 0.12 * W.S. Elev (ft) * 5387.05 * Crit W.S. (ft) * 5382.46 * E.G. Slope (ft/ft) *0.000454 * Q Total (cfs) * 880.00 * Top Width (ft) * 49.00 * Vel Total (ft/s) * 2.77 * Max Chl Dpth (ft) * 11.25 * * Conv. Total (cfs) * 41278.6 * Length Wtd. (ft) * 10.00 * Min Ch El (ft) * 5375.80 * * Alpha * 1.03 * * Frctn Loss (ft) * 0.01 * Cum Volume (acre -ft) * C & E Loss (ft) * 0.73 * Cum SA (acres) 0.08 0. *********************************************************************************************** Profile #100-FLOODWAY ************************************************************************* * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) Avg. Vel. (ft/s) Hydr. Depth (ft) Conv. (cfs) Wetted Per. (ft) Shear (lb/sq ft) Stream Power (1b/ft s) * Left OB * * 0.035 * * 10.00 * * 143.19 * * 143.19 * * 401.72 * * 21.00 * 2.81 * 6.82 * 10.20 * 18843.8 * 10768.0 * 26.91 * 10.67 * 0.15 * 0.19 * 0.42 * 0.61 * 0.38 * 0.44 * 0.12 * Channel * 0.035 * 10.00 * 71.41 * 71.41 * 229.56 * 7.00 * 3.21 * * * * Right OB * 0.035 10.00 103.36 103.36 248.72 21.00 2.41 4.92 11666.8 23.84 0.12 0.30 0.19 Warning: Warning: BRIDGE The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.15 BRIDGE-OUTP(L Profile #100-YEAR ***********t**********4********************************************************************** * E.G. US. (ft) * W.S. US. (ft) * Q Total (cfs) * Q Bridge (cfs) * Q Weir (cfs) * Weir Sta Lft (ft) * Weir Sta Rgt (ft) * Weir Submerg * Weir Max Depth (ft) * Min El Weir Flow (ft) * Min El Prs (ft) * Delta EG (ft) * Delta W5 (ft) * BR Open Area (sq ft) * BR Open Vel (ft/s) * Coef of Q * Br Sel Method * 5385.67 * Element *Inside BR US *Inside BR DS * * 5365.56 * E.G. Elev (ft) * 5385.41 * 5384.65 * * 880.00 * W.S. Elev (ft) * 5384.91 * 5383.67 * * 47.34 * Crit W.S. (ft) * 5384.30 * 5383.67 * * * Max Chl Dpth (ft) * 9.11 * 9.97 * * * Vel Total (ft/s) * 5.47 * 7.79 * * * Flow Area (sq ft) * 160.97 * 112.94 * * * Froude # Chl * 0.34 * 0.54 * * * Specif Force (cu ft) * 439.57 * 558.15 * * 5382.01 * Hydr Depth (ft) * 2.15 * 2.08 * * 5379.00 * W.P. Total (ft) * 91.82 * 112.40 * * 3.52 * Conv. Total (cfs) * 11013.7 * 5209.7 * * 4.00 * Top Width (ft) * 74.73 * 54.39 * * 15.09 * Frctn Loss (ft) * 0.47 * 0.09 * * 3.14 * C & E Loss (ft) * 0.29 * 0.32 * * * Shear Total (lb/sq ft) * 0.70 * 1.79 * *Energy only * Power Total (lb/ft s) * 3.82 * 13.95 * ********************************************************************************************* Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum answer has been disregarded. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. BRIDGE OUTPUT Profile #100-FLOODWAY ********************************************************************************************* * E.G. U5. (ft) * 5387.17 * W.S. US. (ft) * 5387.05 * Q Total (cfs) * 880.00 * Q Bridge (cfs) * 73.41 * Q Weir (cfs) * * Weir Sta Lft (ft) * Weir Sta Rgt (ft) * Weir Submerg * Weir Max Depth (ft) * Min El Weir Flow (ft) * Min El Prs (ft) * Delta EG (ft) * Delta WS (ft) * BR Open Area (sq ft) * BR Open Vel (ft/s) * Coef of Q * Br Sel Method * Element *Inside BR US *Inside BR DS * * E.G. Elev (ft) * 5386.43 * 5385.41 * * W.S. Elev (ft) * 5385.10 * 5383.99 * * Crit W.S. (ft) * 5385.10 * 5383.99 * * Max Chl Dpth (ft) * 9.30 * 10.29 * * * Vel Total (ft/s) * 8.53 * 9.21 * * * Flow Area (sq ft) * 103.13 * 95.59 * * * Froude # Chl * 0.52 * 0.63 * * * Specif Force (cu ft) * 477.83 * 610.64 * * 5382.01 * Hydr Depth (ft) * 2.65 * 3.01 * * 5379.00 * W.P. Total (ft) * 59.03 * 91.73 * * 4.66 * Conv. Total (cfs) * 7023.0 * 4491.8 * * 5.07 * Top Width (ft) * 38.97 * 31.78 * * 15.09 * Frctn Loss (ft) * 0.93 * 0.08 * * 4.86 * C & E Loss (ft) * 0.05 * 0.71 * * * Shear Total (lb/sq ft) * 1.71 *2.50 * *Energy only * Power Total (lb/ft s) * 14.61 * 22.99 * ********************************************************************************************* Note: Momentum answer is not valid if the water surface is above the low chord or if there is weir flow. The momentum answer has been disregarded. Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: -The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, energy was used. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.1 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5362.14 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.59 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5381.55 * Reach Len. (ft) * 160.00 * 120.00 * 90.00 * * Crit W.S. (ft) * 5380.79 * Flow Area (sq ft) * 76.16 * 46.90 * 28.86 * * E.G. Slope (ft/ft) *0.004278 * Area (sq ft) * 76.16 * 46.90 * 28.86 * * Q Total (cfs) * 880.00 * Flow (cfs) * 396.03 * 353.95 * 130.02 * * Top Width (ft) * 55.32 * Top Width (ft) * 35.05 * 7.00 * 13.27 * * Vel Total (ft/s) * 5.79 * Avg. Vel. (ft/s) * 5.20 * 7.55 * 4.51 * * Max Chl Dpth (ft) * 7.85 * Hydr. Depth (ft) * 2.17 * 6.70 * 2.17 * * Conv. Total (cfs) * 13455.0 * Conv. (cfs) * 6055.3 * 5411.8 * 1987.9 * * Length Wtd. (ft) * 127.87 * Wetted Per. (ft) * 35.32 * 10.47 * 13.96 * * Min Ch El (ft) * 5373.70 * Shear (lb/sq ft) * 0.58 * 1.20 * 0.55 * * Alpha * 1.13 * Stream Power (lb/ft s) * 2.99 * 9.03 * 2.49 * * Frctn Loss (ft) * 0.79 * Cum Volume (acre -ft) * 0.32 0.39 * 0.19 * * C & E Loss (ft) * 0.77 * Cum SA (acres) * 0.16 * 0.07 * 0.08 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION OUTPUT Profile 0100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5382.51 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.53 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5381.98 * Reach Len. (ft) * 160.00 * 120.00 * 90.00 * * Crit W.S. (ft) * 5360.65 * Flow Area (sq ft) * 72.94 * 49.90 * 34.84 * * E.G. Slope (ft/ft) *0.003300 * Area (sq ft) * 72.94 * 49.90 * 34.84 * * Q Total (cfs) * 880.00 * Flow (cfs) * 388.46 * 344.77 * 146.77 * * Top Width (ft) * 42.58 * Top Width (ft) * 21.00 * 7.00 * 14.58 * * Vel Total (ft/s) * 5.58 * Avg. Vel. (ft/s) * 5.33 * 6.91 * 4.21 * * Max Chl Dpth (ft) * 8.28 * Hydr. Depth (ft) * 3.47 * 7.13 * 2.39 * * Conv. Total (cfs) * 15319.2 * Conv. (cfs) * 6762.4 * 6001.9 * 2555.0 * * Length Wtd. (ft) * 126.83 * Wetted Per. (ft) * 23.33 * 10.47 * 15.34 * * Min Ch El (ft) * 5373.70 * Shear (lb/sq ft) * 0.64 * 0.98 * 0.47 * * Alpha * 1.10 * Stream Power (lb/ft s) * 3.43 * 6.79 * 1.97 * * Frctn Loss (ft) * 0.71 * Cum Volume (acre -ft) * 0.29 * 0.39 * 0.17 * * C & E Loss (ft) * 1.01 * Cum SA (acres) * 0.10 * 0.07 * 0.06 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 11.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5380.58 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.87 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5378.71 * Reach Len. (ft) * 100.00 * 120.00 * 150.00 * * Crit W.S. (ft) * 5378.71 * Flow Area (sq ft) * 13.80 * 65.04 * 8.28 * * E.G. Slope (ft/ft) *0.009640 * Area (sq ft) * 13.80 * 65.04 * 8.28 * * Q Total (cfs) * 880.00 * Flow (cfs) * 80.66 * 755.61 * 43.73 * * Top Width (ft) * 24.89 * Top Width (ft) * 7.43 * 13.00 * 4.46 * * Vel Total (ft/s) * 10.10 * Avg. Vel. (ft/s) * 5.85 * 11.62 * 5.28 * * Max Chl Dpth (ft) * 6.21 * Hydr. Depth (ft) * 1.86 * 5.00 * 1.86 * * Conv. Total (cfs) * 6962.9 * Conv. (cfs) * 821.5 * 7696.0 * 445.4 * * Length Wtd. (ft) * 122.57 * Wetted Per. (ft) * 8.31 * 13.98 * 5.80 * * Min Ch El (ft) * 5372.50 * Shear (lb/sq ft) * 1.00 * 2.80 * 0.86 * * Alpha * 1.18 * Stream Power (lb/ft s) * 5.84 * 32.54 * 4.54 * * Frctn Loss (ft) * 1.22 * Cum Volume (acre -ft) * 0.16 * 0.23 * 0.15 * * C & E Loss (ft) * 0.15 * Cum SA (acres) * 0.08 * 0.05 * 0.07 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * 5380.79 * Element * 2.21 * Wt. n -Val. * 5378.58 * Reach Len. (ft) * 5378.58 * Flow Area (sq ft) *0.011451 * Area (sq ft) * 880.00 * Flow (cfs) * 19.00 * Top Width (ft) * 11.16 * Avg. Vel. (ft/s) * 6.08 * Hydr. Depth (ft) * Left OB * Channel * Right OB * * 0.035 * 0.035 * 0.035 * * 100.00 * 120.00 * 150.00 * * 8.50 * 63.34 * 7.00 * * 8.50 * 63.34 * 7.00 * * 52.03 * 788.09 * 39.88 * * 3.00 * 13.00 * 3.00 * * 6.12 * 12.44 * 5.69 * * 2.83 * 4.87 * 2.33 * * Conv. Total (cfs) * 8223.5 * Conv. (cfs) * 486.2 * 7364.6 * 372.6 * * Length Wtd. (ft) * 122.44 * Wetted Per. (ft) * 5.44 * 13.98 * 4.99 * * Min Ch El (ft) * 5372.50 * Shear (lb/sq ft) * 1.12 *3.24 * 1.00 * * Alpha * 1.14 * Stream Power (lb/ft s) * 6.84 * 40.31 * 5.71 * * Frctn Loss (ft) * 1.40 * Cum Volume (acre -ft) * 0.14 * 0.23 * 0.13 * * C & E Loss (ft) * 0.18 * Cum SA (acres) * 0.05 * 0.05 * 0.04 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 10.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5377.11 * Element * Left 08 * Channel * Right OB * * Vel Head (ft) * 1.38 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5375.74 * Reach Len. (ft) * 140.00 * 140.00 * 60.00 * * Crit W.S. (ft) * 5375.74 * Flow Area (sq ft) * 34.42 * 29.92 * 45.55 * * E.G. Slope (ft/ft) *0.010255 * Area (sq ft) * 34.42 * 29.92 * 45.55 * * Q Total (cfs) * 880.00 * Flow (cfs) * 208.44 * 371.54 * 300.03 * * Top Width (ft) * 41.15 * Top Width (ft) * 16.68 * 6.00 * 18.47 * * Vel Total (ft/s) * 8.01 * Avg. Vel. (ft/s) * 6.06 * 12.42 * 6.59 * * Max Chl Dpth (ft) * 5.24 * Hydr. Depth (ft) * 2.06 * 4.99 * 2.47 * *_Conv._Total-(cfs)- * 8689 9 * Conv. (cfs) * 2058.3 * 3668.9 * 2962.7 * * Length Wtd. (ft) * 112.99 * Wetted Per. (ft) * 17.39 * 6.09 * 19.20 * * Min Ch El (ft) * 5370.50 * Shear (lb/sq ft) * 1.27 * 3.14 * 1.52 * * Alpha * 1.38 * Stream Power (lb/ft s) * 7.67 * 39.04 * 10.00 * * Frctn Loss (ft) * 1.06 * Cum Volume (acre -ft) * 0.10 * 0.10 * 0.06 * * C & E Loss (ft) * 0.03 * Cum SA (acres) * 0.05 * 0.02 * 0.03 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5377.35 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.61 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5375.73 * Reach Len. (ft) * 140.00 * 140.00 * 60.00 * * Crit W.S. (ft) * 5375.73 * Flow Area (sq ft) * 32.17 * 29.90 * 38.18 * * E.G. Slope (ft/ft) *0.011468 * Area (sq ft) * 32.17 * 29.90 * 38.18 * * Q Total (cfs) * 880.00 * Flow (cfs) * 209.52 * 392.64 * 277.85 * * Top Width (ft) * 30.00 * Top Width (ft) * 12.00 * 6.00 * 12.00 * * Vel Total (ft/s) * 8.78 * Avg. Vel. Ift/s) * 6.51 * 13.13 * 7.28 * * Max Chl Dpth (ft) * 5.23 * Hydr. Depth (ft) * 2.68 * 4.98 * 3.18 * * Conv. Total (cfs) * 8217.6 * Conv. (cfs) * 1956.5 * 3666.5 * 2594.6 * * Length Wtd. (ft) * 115.05 * Wetted Per. (ft) * 13.61 * 6.09 * 14.38 * * Min Ch El (ft) * 5370.50 * Shear (lb/sq ft) * 1.69 * 3.51 * 1.90 * * Alpha * 1.35 * Stream Power (1b/ft s) * 11.02 * 46.14 * 13.83 * * Frctn Loss (ft) * 1.27 * Cum Volume (acre -ft) * 0.09 * 0.10 * 0.05 * * C & E Loss (ft) * 0.01 * Cum SA (acres) * 0.03 * 0.02 * 0.01 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Town of Rifle RS: 9.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * 5368.40 * Alpha * 1.22 * Frctn Loss (ft) * 5374,94 1.29 * 5373.65 * 5373.65 *0.008692 * 880.00 * 40.65 8.25 5.25 9438.9 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * Shear (lb/sq ft) * Stream Power (lb/ft s) * Cum Volume (acre -ft) * C & E Loss (ft) * * Cum SA (acres) * Left OB * Channel * Right Oe * * 0.035 * 0.035 * 0.035 * * 28.83 * 28.83 * 192.06 * 15.05 * 6.66 * 1.92 * 2060.1 * 15.96 * 0.98 * 6.53 34.65 34.65 393.64 7.00 11.36 4.95 4222.2 7.12 2.64 29.98 * 43.23 * 43.23 * 294.30 * 18.60 * 6.81 * 2.32 * 3156.6 * 19.17 * 1.22 * 8.33 * *********************************************************************************************** Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. CROSS SECTION OUTPUT Profile #100-FLOODWAY ****************************************le* ******* le* * le* ************************************** *IF * * E.G. Elev (ft) * 5375.26 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.69 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * _W.S-Elev (It) * 5373.57 * Reach Len. (ft) * * * * * Crit W.S. (ft) * 5373.57 * Flow Area (sq ft) * 23.87 * 34.08 * 32.12 * * E.G. Slope (ft/ft) *0.010614 * Area (sq ft) * 23.87 * 34.08* 32.12 * * Q Total (cfs) * 880.00 * Flow (cfs) * 185.76 * 423.19 * 271.03 * * Top Width (ft) * 26.00 * Top Width (ft) * 9.50 * 7.00 * 9.50 * * Vel Total (ft/s) * 9.77 * Avg. Vel. (ft/s) * 7.78 * 12.42 * 8.44 * * Max Chl Dpth (ft) * 5.17 * Hydr. Depth (ft) * 2.51 * 4.87 * 3.38 * * Conv. Total (cfs) * 8541.5 * Conv. (cfs) * 1803.2 * 4107.6 * 2630.7 * Length Wtd. (ft) * * Wetted Per. (ft) * 11.64 * 7.12 * 11.99 * Min Ch El (ft) * 5368.40 * Shear (lb/sq ft) * 1.36 * 3.17 * 1.78 * * Alpha * 1.14 * Stream Power (lb/ft s) * 10.56 * 39.36 * 14.98 * * Frctn Loss (ft) * * Cum Volume (acre -ft) * * * * * C & E Loss (ft) * * Cum SA (acres) * * * * *********************************************************************************************** Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. EXISTING CONDITIONS FLOODPLAIN MODEL HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X %XXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X %XXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 10:30:07 AM Project in English units Project Description: 14th Street Marketplace 1915 and 1939 Railroad Avenue Rifle, Colorado ******************************************************************************** PLAN DATA Plan Title: EX. CONDITIONS FLOODPLAIN Plan File : c:\HEC Data\RAS\19th Street Marketplace\Soprisl9thRailroadprj.p09 Geometry Title: EXISTING CONDITIONS FLOODPLAIN Geometry File : c:\HEC Data\RAS\19th Street Marketplace\Soprisl4thRailroadprj.g05 Flow Title : HUBBARD GULCH DISCHARGE Flow File : c:\HEC Data\RAS\19th Street Marketplace\Soprisl9thRailroadprj.f02 Plan Summary Information: Number of: Cross Sections = 15 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ******************************************************************************** FLOW DATA Flow Title: HUBBARD GULCH DISCHARGE Flow File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f02 Flow Data (cfs) ************************************************************************************************************* * River Reach RS * 10 -YEAR 50 -YEAR 100 -YEAR 500 -YEAR * * Hubbard Gulch Hubbard Gulch 19.0 * 290 500 880 1550 * ************************************************************************************i************************ Boundary Conditions ******************************************************************************************************** * River Reach Profile * Upstream Downstream ******************************************************************************************************** Normal 5 = 0.0133 * Normal S = 0.0133 * Normal S = 0.0133 * Normal S = 0.0133 * * Hubbard Gulch Hubbard Gulch 10 -YEAR * Hubbard Gulch Hubbard Gulch 50 -YEAR * Hubbard Gulch Hubbard Gulch 100 -YEAR • Hubbard Gulch Hubbard Gulch 500-YEAR ******************************************************************************************************** *************i****************************************************************** GEOMETRY DATA Geometry Title: EXISTING CONDITIONS FLOODPLAIN Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl 4thRailroadprj.g05 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 14.0 INPUT Description: FEMA FIRM CROSS SECTION L Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5400 33 5399 278 5395 290 5394 334 5390 348 5386 360 5390 370 5393 575 5397 607 5400 46 5397 298 5393 350 5385.7 383 5394 Manning's n Values- ---num= -- - — 3--- ---- Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 350 .035 360 .045 241 312 353 503 5397 5392 5385.7 5395 264 321 356 549 5396 5391 5385.7 5397 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 350 360 121 121 121 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 271 5393.4 303 5390.3 359 5388.5 373 5387.7 420 5384.2 424 5385.7 431 5386.7 438 5390.1 255 408 487 5394 5386.6 5394.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 255 .045 408 .035 424 .045 Bank Sta: Left Right 408 424 CROSS SECTION Lengths: Left Channel Right Coeff Contr. Expan. 51 51 51 .1 .3 RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev +++++++++++******+* *it**+++++++++++++++++it****++++++++++++++++++++++++++++***** 237 5392.7 260 5391 288 5389.8 374 5386.5 407 5385.3 416 5383.7 423 5385.4 453 5390.4 474 5393.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 237 .045 407 .035 423 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 407 423 52 52 52 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 229 5390 237 5388 266 5387 346 5386 375.5 5385 377.5 5384 379.5 5383 381.5 5382.1 384 5383 388.5 5384 393 5385 399 5386 401.5 5386.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 229 .06 375.5 .045 393 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 375.5 393 24 24.5 26 .1 .3 CROSS-SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 217 5389 225 5388 230 5387 247 5386 347 5385.9 363.5 5385 365.5 5384 368 5383 370.5 5382 374.5 5383 377.5 5384 381.5 5385 385.5 5386 392.5 5388.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ******++++++************************************ 217 .06 363.5 .045 377.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 363.5 377.5 178 164 127 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 212 5389.5 233.5 5388 236 5385 239.5 5382 244 5380.1 247.5 5381 248.5 5382 255 5385 256.5 5386 315.5 5386 345.5 5387 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val *************iii******************************** 212 .06 239.5 .045 248.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 239.5 248.5 46 42.5 41 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.00 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 210 5389 226 5368 227.5 5365 229 5382 230.5 5380 234 5379.6 237.5 5380 239.5 5382 241 5385 322 5386 350 5387 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 210 .06 227.5 .045 241 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 227.5 241 98 92 89 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.75 INPUT Descrition: REVISED CROSS-SECTION_-- Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 239 5389.7 251.5 5387 258 5386 287 5385 293 5384 296 5380 299 5377 301.5 5376.5 304.5 5377 307 5380 309.5 5383 316.5 5384 332 5385 356 5386 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 239 .06 293 .045 309.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 293 309.5 32 16 22 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 260 5389 272.5 5387 286 5387 290 5385 300 5380 303.5 5379 305 5377 308.5 5376.2 312 5377 316 5380 320.5 5381 324.5 5382 328.5 5383 335 5384 353 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 260 .06 303.5 .045 316 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 303.5 316 20 12 11 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev s+a>*a*+********************************************************** ************* 285 5390 294.5 5385 302 5381 302.5 5380 304 5377 305 5376 310 5375.9 315.5 5376 320 5377 325 5380 330.5 5383 338.5 5384 366 5385 379 5386 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 285 .06 304 .045 320 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 304 320 19 20 24 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.00 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 297 5391 310 5385 316 5382 317.5 5380 318.5 5378 320 5376 325.5 5375.4 332.5 5376 336 5378 339 5380 343 5383 347.5 5384 354 5385 358.5 5386 I Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 297 .06 318.5 .045 336 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 318.5 336 22 24.5 24 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *****************************s...+»******************************************** 329 5385 332.5 5384 336 5380 337.5 5377 338.5 5375 342.5 5374.8 346.5 5375 347.5 5377 350.5 5380 354 5383 357.5 5385 366.5 5390 368.5 5391 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 329 .06 337.5 .045 347.5 .06 Bank Sta: Left Right 337.5 347.5 CROSS SECTION Lengths: Left Channel Right Coeff Contr. Expan. 28 27 30 .1 .3 RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 320 5381 352 5378 354.5 5375 361 5374 365 5375 366.5 5378 374.5 5380 377.5 5382 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 320 .06 352 .045 366.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 352 366.5 310 275 290 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.0 INPUT Description: FEMA FIRM CROSS SECTION H Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5385 104 5376 175 5370.5 204 5379 37 155 179 207 5381 5376 5371 5380 61 5380 160 5375 181 5372 280 5381 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .045 173 .035 179 .045 80 5379 171 5372 188 5373 318 5382 98 173 196 343 5377 5371 5375 5385 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 173 179 140 140 60 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 9.0 INPUT Description: FEMA FIRM CROSS SECTION G Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5379 6 5378 12 5375 23 5372 29 5371 32 5369 34 5368.4 39 5369 63 5375 69 5378 85 5379 111 5380 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 32 .035 39 .035 Bank Sta: Left Right Coeff Contr. Expan. 32 39 .1 .3 ******************************************************************************** SUMMARY OF MANNING'S N VALUES River:Hubbard Gulch ***************************************************************** * Reach * River Sta. * nl * n2 * n3 * ***************************************************************** *Hubbard Gulch * 14.0 *Hubbard Gulch * 13.75 *Hubbard Gulch * 13.50 *Hubbard Gulch * 13.25 *Hubbard Gulch * 12.75 *Hubbard Gulch * 12.25 *Hubbard Gulch * 12.00 .045* .045* .045* .06* .06* .06* .06* .035* .035* .035* .045* .045* .045* .045* 045* .045* .045* .06* .06* .06* .06* *Hubbard Gulch * 11.75 *Hubbard Gulch * 11.50 *Hubbard Gulch * 11.25 *Hubbard Gulch * 11.00 *Hubbard Gulch * 10.75 *Hubbard Gulch * 10.50 *Hubbard Gulch * 10.0 *Hubbard Gulch * 9.0 * .06* .045* .06* * .06* .045* .06* * .06* .045* .06* * .06* .045* .06* * .06* .045* .06* * .06* .045* .06* * .045* .035* .045* * .035* .035* .035* ***************************************************************** ******************************************************************************** SUMMARY OF REACH LENGTHS River: Hubbard Gulch ***************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Hubbard Gulch * 14.0 * 121* 121* 121* *Hubbard Gulch * 13.75 * 51* 51* 51* *Hubbard Gulch * 13.50 * 52* 52* 52* *Hubbard Gulch * 13.25 * 24* 24.5* 26* *Hubbard Gulch * 12.75 * 178* 164* 127* *Hubbard Gulch * 12.25 * 46* 42.5* 41* *Hubbard Gulch * 12.00 * 98* 92* 89* *Hubbard Gulch * 11.75 * 32* 16* 22* *Hubbard Gulch * 11.50 * 20* 12* 11* *Hubbard Gulch * 11.25 * 19* 20* 24* *Hubbard Gulch * 11.00 * 22* 24.5* 24* *Hubbard Gulch * 10.75 * 28* 27* 30* *Hubbard Gulch * 10.50 * 310* 275* 290* *Hubbard Gulch * 10.0 * 140* 140* 60* *Hubbard Gulch * 9.0 * * * * ***************************************************************** ****************************** *le ************************************************ SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Hubbard Gulch ******************************************************* Reach * River Sta. * Contr. * Expan. * ******************************************************* *Hubbard Gulch * 14.0 *Hubbard Gulch * 13.75 *Hubbard Gulch * 13.50 *Hubbard Gulch * 13.25 *Hubbard Gulch * 12.75 *Hubbard Gulch * 12.25 *Hubbard Gulch * 12.00 *Hubbard Gulch * 11.75 *Hubbard Gulch * 11.50 *Hubbard Gulch * 11.25 *Hubbard Gulch * 11.00 *Hubbard Gulch * 10.75 *Hubbard Gulch * 10.50 *Hubbard Gulch * 10.0 .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* *Hubbard Gulch * 9.0 * .1* .3* ******************************************************* N m 0 (0 0 0 m N 0 M CO CO N 0 0 (Co 0 &71. 03 0) 0 m 0 0) M 0 M 0 M 01 0 0 co n 0 oo 0 0 0 0 0) 0 0 S L 0 v .0 x 6 Z O O a 0. 2 0 O O n V• V N t0 N M U) O (0 N A O N O M e C'1 N (0 0 r N• O M n n r 0 • M O o V n (OU N r O 000 N O (0o M rM r• r (00 0 1) 0 0 r N M V r y r a0 N r (0 N N (1111 y 1WLF Mkt O O O V (0 to n n M M 000000000000000 000000000000000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to w(0 co m co OD 0 00 03 a0 eo 03 00 o0 o - m co m 00 CO O 03 00 (0 00 (0 m 00 co w m } >•};fit ©o oa CC CC 0 0 K cc o0 0 0 =0 0 Ea L O •G bi L 0 0 0 0 0 0 0 0 0. atm RE 03 01 01 01 'CO 01 RI .0 .0 .0 .a .0 .0 .0 .0 .0 .0 S; T I S= _= XXI r M c a) m a) WS 100 -YEAR •O <O 0 K >70 y a c f/) c 0 m M N (4) uopenel3 ce 6 } O N N N CO M N 0 0 N 0 h 0) M N a) M N m CO N m M N rn M h (u) UOIjeA013 m 00 N m M N • N 0 m m m M CO M M M N N N N N (4) uo4enal3 L0 r— N (y) uopenal3 1j) uaaen013 00 COW CO CO CO N CO N N (1j) uo11ena13 V M M M 0) Y) LO N 0 0 N 0 co 0) 0 - N O N 0) O N O N O -N N 0 r i... rrrrrl-rm-rr1 i I i T 0 0 N CO V N 0 CO N co N- (0 0)) 00)) Cin 0) M CO N (O (O N 10 0) (n (g) uopenal3 N N u7 c 0 T- 0 co r O 0 d J WS 100 -YEAR 0 N 0 0) 0) M CO O N i CO (0 V N O O CO CO O 00 CO n M co M t0 M O N (0 O N O O N N c 0 10 0) (i) uolIenal3 WS 100 -YEAR 0) N 0 N 00) CO (0 o) CO M 0) M N O N O 0 O O ( 4 ) 1ORE na12 O c 0 10 y 0 0 0 0 J (4) LIMA 912 M M (0�) ▪ co • M M O O O O O O (y) uo4enal3 c 0 0 N cn J WS 100 -YEAR c co corn 0 0 D sf N 0 N CO 00 03 CO CO CO CO N N N N uauenal3 (u) uopenal3 0 co T - o co co Nin N N (g) uopenal3 n N- 03 M 0) N N «) c 0 m CO HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX x X X X X X X X X X x X X X XXXXX XXXXXXX XXXX x XXX XXXX XXXXXX XXXX x X X x X X X X X X X X X X XXXX X X X XXXXXX XXXX X X X X XXXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 10:30:07 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gula RS: 14.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5392.27 * Element * Left 08 * Channel * Right OB * * Vel Head (ft) * 1.36 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5390.90 * Reach Len. (ft) * 121.00 * 121.00 * 121.00 * * Crit W.S. (ft) * 5390.90 * Flow Area (sq ft) * 56.04 * 43.43 * 1.36 * * E.G. Slope (ft/ft) *0.011685 * Area (sq ft) * 56.04 * 43.43 * 1.36 * * Q Total (cfs) * 880.00 * Flow (cfs) * 404.10 * 473.12 * 2.77 * * Top Width (ft) * 40.75 * Top Width (ft) * 27.74 * 10.00 * 3.01 * * Vel Total (ft/s) * 8.73 * Avg. Vel. (ft/s) * 7.21 * 10.89 * 2.04 * * Max Chl Dpth (ft) * 5.20 * Hydr. Depth (ft) * 2.02 * 4.34 * 0.45 * * Conv. Total (cfs) * 8140.7 * Conv. (cfs) * 3738.3 * 4376.8 * 25.6 * * Length Wtd. (ft) * 121.00 * Wetted Per. (ft) * 28.35 * 11.87 * 3.14 * * Min Ch El (ft) * 5385.70 * Shear (lb/sq ft) * 1.44 * 2.67 * 0.32 * * Alpha * 1.15 * Stream Power (lb/ft s) * 10.40 * 29.07 * 0.64 * * Frctn Loss (ft) * 1.24 * Cum Volume (acre -ft) * 1.75 * 1.45 * 0.81 * * C & E Loss (ft) * 0.15 * Cum SA (acres) * 0.93 * 0.29 * 0.56 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.75 CROSS SECTION OUTPUT Profile #100 -YEAR *********************************************************************************************** * E.G. Elev (ft) * 5389.60 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.86 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5388.75 * Reach Len. (ft) * 51.00 * 51.00 * 51.00 * * Crit W.S. (ft) * 5388.75 * Flow Area (sq ft) * 65.87 * 55.34 * 22.14 * * E.G. Slope (ft/ft) *0.009075 * Area (sq ft)* 65.87 * 55.34 * 22.14 * * Q Total (cfs) * 880.00 * Flow (cfs) * 262.00 * 501.32 * 116.68 * * Top Width (ft) * 83.89 * Top Width (ft) * 56.67 * 16.00 * 11.21 * * Vel Total (ft/s) * 6.14 * Avg. Vel. (ft/s) * 3.98 * 9.06 * 5.27 * * Max Chl Dpth (ft) * 4.55 * Hydr. Depth (ft) * 1.16 * 3.46 * 1.97 * * Conv. Total (cfs) * 9237.8 * Conv. (cfs) * 2750.3 * 5262.6 * 1224.9 * * Length Wtd. (ft) * 51.00 * Wetted Per. (ft) * 56.72 * 16.51 * 11.76 * * Min Ch El (ft) * 5384.20 * Shear (lb/sq ft) * 0.66 * 1.90 * 1.07 * * Alpha * 1.46 * Stream Power (lb/ft s) * 2.62 * 17.20 * 5.62 * * Frctn Loss (ft) * 0.30 * Cum Volume (acre -ft) * 1.58 * 1.31 * 0.78 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.81 * 0.25 * 0.54 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.50 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5388.76 * Element * Left OB * Channel * Right OB * *- Vel -Head (ft) * 0.39 * Wt. n -Val. * 0.045 * 0.035 * 0.045- * * W.S. Elev (ft) * 5388.37 * Reach Len. (ft) * 52.00 * 52.00 * 52.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 127.05 * 61.56 * 26.46 * * E.G. Slope (ft/ft) *0.004063 * Area (sq ft) * 127.05 * 61.56 *26.46 * * Q Total (cfs) * 880.00 * Flow (cfs) * 404.88 * 403.30 * 71.82 * * Top Width (ft) * 115.54 * Top Width (ft) * 81.73 * 16.00 * 17.82 * * Vel Total (ft/s) * 4.09 * Avg. Vel. (ft/s) * 3.19 * 6.55 * 2.71 * * Max Chl Dpth (ft) * 4.67 * Hydr. Depth (ft) * 1.55 * 3.85 * 1.48 * * Conv. Total (cfs) * 13806.4 * Conv. (cfs) * 6352.2 * 6327.3 * 1126.8 * * Length Wtd. (ft) * 52.00 * Wetted Per. (ft) * 81.78 * 16.34 * 18.06 * * Min Ch El (ft) * 5383.70 * Shear (lb/sq ft) * 0.39 * 0.96 * 0.37 * * Alpha * 1.49 * Stream Power (lb/ft s) * 1.26 * 6.26 * 1.01 * * Frctn Loss (ft) * 0.15 * Cum Volume (acre -ft) * 1.47 * 1.24 * 0.75 * * C & E Loss (ft) * 0.08 * Cum SA (acres) * 0.73 * 0.23 * 0.52 * *********************************************************************************************** CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.25 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) * 5388.53 * Element * Left OB * Channel * Right OB * * 0.14 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * 5388.40 * Reach Len. (ft) * 24.00 * 24.50 * 26.00 * * * Flow Area (sq ft) * 263.48 * 83.46 * 22.87 * *0.002103 * Area (sq ft) * 263.48 * 83.46 * 22.87 * * 880.00 * Flow (cfs) * 488.63 * 344.54 * 46.83 * * 166.09 * Top Width (ft) * 140.09 * 17.50 * 8.50 * * 2.38 * Avg. Vel. (ft/s) * 1.85 * 4.13 * 2.05 * * 6.30 * Hydr. Depth (ft) * 1.88 * 4.77 * 2.69 * * 19190.4 * Conv. (cfs) * 10655.7 * 7513.5 * 1021.2 * * 24.30 * Wetted Per. (ft) * 140.18 * 18.54 * 10.61 * * 5382.10 * Shear (lb/sq ft) * 0.25 * 0.59 * 0.28 * * 1.55 * Stream Power (lb/ft s) * 0.46 * 2.44 * 0.58 * * 0.04 * Cum Volume (acre -ft) * 1.24 * 1.16 * 0.72 * * 0.01 * Cum SA (acres) * 0.60 * 0.21 * 0.51 * #*************************************************#************************************##*##*** Warning: The cross-section end points had to be extended vertically for the computed water surface. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.75 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5388.48 * Element * Left OB * Channel * Right 08 * * Vel Head (ft) * 0.09 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5388.39 * Reach Len. (ft) * 178.00 * 164.00 * 127.00 * Crit W.S. (ft) * * Flow Area (sq ft) * 329.38 * 72.93 * 36.11 * * E.G. Slope (ft/ft) *0.001414 * Area (sq ft) * 329.38 * 72.93 * 36.11 * * Q Total (cfs) * 880.00 * Flow (cfs) * 553.16 * 260.92 * 65.92 * * Top Width (ft) * 170.60 * Top Width (ft) * 141.60 * 14.00 * 15.00 * * Vel Total (ft/s) * 2.01 * Avg. Vel. (ft/s) * 1.68 * 3.58 * 1.83 * * Max Chl Dpth (ft) * 6.39 * Hydr. Depth (ft) * 2.33 * 5.21 * 2.41 * Conv. Total (cfs) * 23406.0 * Conv. (cfs) * 14712.7 * 6939.9 * 1753.4 * Length Wtd. (ft) * 161.03 * Wetted Per. (ft) * 141.78 * 14.91 * 15.77 * * Min Ch El (ft) * 5382.00 * Shear (lb/sq ft) * 0.21 * 0.43 * 0.20 * * Alpha * 1.44 * Stream Power (lb/ft s) * 0.34 * 1.54 * 0.37 * * Frctn Loss (ft) * 0.45 * Cum Volume (acre -ft) * 1.07 * 1.11 * 0.71 * * C & E Loss (ft) * 0.07 * Cum SA (acres) * 0.52 * 0.20 * 0.50 * *******#***#*********#****************************************************************#*#****** Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. --CROSS-SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.25 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5387.96 * Element * Left O8 * Channel * Right OB * * Vel Head (ft) * 0.83 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5387.13 * Reach Len. (ft) * 46.00 * 42.50 * 41.00 * * Crit W.S. (ft) * 5387.13 * Flow Area (sq ft) * 14.57 * 55.98 * 111.17 * * E.G. Slope (ft/ft) *0.007746 * Area (sq ft) * 14.57 * 55.98 * 111.17 * * Q Total (cfs) * 880.00 * Flow (cfs) * 57.50 * 515.91 * 306.59 * * Top Width (ft) * 111.27 * Top Width (ft) * 5.27 * 9.00 * 97.00 * * Vel Total (ft/s) * 4.84 * Avg. Vel. (ft/s) * 3.95 * 9.22 * 2.76 * * Max Chl Dpth (ft) * 7.03 * Hydr. Depth (ft) * 2.76 * 6.22 * 1.15 * * Conv. Total (cfs) * 9996.6 * Conv. (cfs) * 653.3 * 5861.8 * 3483.5 * * Length Wtd. (ft) * 42.14 * Wetted Per. (ft) * 7.38 * 9.91 * 98.10 * * Min Ch El (ft) * 5380.10 * Shear (lb/sq ft) * 0.96 * 2.73 * 0.55 * * Alpha * 2.28 * Stream Power (lb/ft s) * 3.77 * 25.17 * 1.51 * * Frctn Loss (ft) * 0.36 * Cum Volume (acre -ft) * 0.37 * 0.87 * 0.49 * * C & 8 Loss (ft) * 0.01 * Cum SA (acres) * 0.22 * 0.16 * 0.34 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.00 CROSS SECTION OUTPUT Profile #100-YEAR *************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * 5387.41 * Element * 0.78 * Wt. n -Val. * 5386.63 * Reach Len. (ft) * 5386.63 * Flow Area (sq ft) *0.009649 * Area (sq ft) * 880.00 * Flow (cfs) * 112.94 * Top Width (ft) * 5.04 * Avg. Vel. (ft/s) * 7.03 * Hydr. Depth (ft) * 8958.7 * Conv. (cfs) * 91.58 * Wetted Per. (ft) * 5379.60 * Shear (lb/sq ft) * 1.98 * Stream Power (lb/ft s) * 1.36 * Cum Volume (acre -ft) ******************************** Left OB * Channel * * 0.060 98.00 0.66 0.66 0.82 0.81 1.24 0.81 8.4 * 0.045 * 92.00 * 76.90 * 76.90 * 631.60 * 13.50 * 8.21 * 5.70 * 6430.0 * 19.08 * 2.43 19.94 0.81 1.82 0.22 • 0.27 Right 08 * 0.060 * 89.00 * 97.03 * 97.03 * 247.57 * 98.62 * 2.55 * 0.98 * 2520.4 * 98.64 * 0.59 * 1.51 * * Frctn Loss (ft) * 0.36 * * 0.39 * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.22 * 0.15 * 0.24 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION -RIVER:-Hubbard Gulch REACH: Hubbard Gulch RS: 11.75 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) * 5385.67 * Element * Left 08 * Channel * Right OB * * 2.20 * Wt. n -Val. * * 0.045 * 0.060 * * 5383.47 * Reach Len. (ft) * 32.00 * 16.00 * 22.00 * * 5383.47 * Flow Area (sq ft) * * 73.72 * 0.77 * *0.025967 * Area (sq ft) * * 73.72 * 0.77 * * 880.00 * Flow (cfs) * * 878.84 * 1.16 * * 19.38 * Top Width (ft) * * 16.10 * 3.28 * * 11.81 * Avg. Vel. (ft/s) * * 11.92 * 1.51 * * 6.97 * Hydr. Depth (ft( * * 4.58 * 0.23 * * 5461.0 * Conv. (cfs) * * 5453.8 * 7.2 * * 17.31 * Wetted Per. (ft) * * 21.98 * 3.31 * * 5376.50 * Shear (lb/sq ft) * * 5.44 * 0.38 * * 1.02 * Stream Power (lb/ft s) * * 64.82 * 0.57 * * 0.24 * Cum Volume (acre -ft) * 0.36 * 0.65 * 0.29 * * 0.35 * Cum SA (acres) * 0.22 * 0.12 * 0.14 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.50 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5384.42 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.04 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5383.38 * Reach Len. (ft) * 20.00 * 12.00 * 11.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 24.97 * 75.01 * 24.42 * * E.G. Slope (ft/ft) *0.008539 * Area (sq ft) * 24.97 * 75.01 * 24.42 * * Q Total (cfs) * 880.00 * Flow (cfs) * 108.98 * 678.91 * 92.11 * * Top Width (ft) * 37.70 * Top Width (ft) * 10.25 * 12.50 * 14.95 * * Vel Total (ft/s) * 7.07 * Avg. Vel. (ft/s) * 4.36 * 9.05 * 3.77 * * Max Chl Dpth (ft) * 7.18 * Hydr. Depth (ft) * 2.44 * 6.00 * 1.63 * * Conv. Total (cfs) * 9523.1 * Conv. (cfs) * 1179.4 * 7347.0 * 996.8 * * Length Wtd. (ft) * 12.51 * Wetted Per. (ft) * 11.19 * 14.68 * 15.33 * * Min Ch El (ft) * 5376.20 * Shear (lb/sq ft) * 1.19 * 2.72 * 0.85 * * Alpha * 1.34 * Stream Power (lb/ft s) * 5.19 * 24.65 * 3.20 * * Frctn Loss (ft) * 0.05 * Cum Volume (acre -ft) * 0.35 * 0.62 * 0.29 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * 0.21 * 0.11 * 0.13 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.25 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5384.21 * Element * Left OB * Channel * Right OB * *-Vel-Head (ft) * 0.51 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5383.70 * Reach Len. (ft) * 19.00 * 20.00 * 24.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 16.22 * 120.93 * 40.02 * * E.G. Slope (ft/ft) *0.002428 * Area (sq ft) * 16.22 * 120.93 * 40.02 * * Q Total (cfs) * 880.00 * Flow (cfs) * 28.51 * 741.59 * 109.89 * * Top Width (ft) * 39.14 * Top Width (ft) * 7.06 * 16.00 * 16.08 * * Vel Total (ft/s) * 4.97 * Avg. Vel. (ft/s) * 1.76 * 6.13 * 2.75 * * Max Chl Dpth (ft) * 7.80 * Hydr. Depth (ft) * 2.30 * 7.56 * 2.49 * * Conv. Total (cfs) * 17860.3 * Conv. (cfs) * 578.7 * 15051.3 * 2230.4 * * Length Wtd. (ft) * 20.36 * Wetted Per. (ft) * 10.20 * 16.53 * 17.72 * * Min Ch El (ft) * 5375.90 * Shear (lb/sq ft) * 0.24 * 1.11 * 0.34 * * Alpha * 1.33 * Stream Power (lb/ft s) * 0.42 * 6.80 * 0.94 * * Frctn Loss (ft) * 0.05 * Cum Volume (acre -ft) * 0.34 * 0.59 * 0.28 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.21 * 0.11 * 0.13 * *********************************************************************************************** CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.00 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) * 5384.15 * Element * Left OB * Channel * Right OB * * 0.53 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * 5383.62 * Reach Len. (ft) * 22.00 * 24.50 * 24.00 * * * Flow Area (sq ft) * 11.18 * 132.13 * 23.22 * *0.002567 * Area (sq ft) * 11.18 * 132.13 * 23.22 * * 880.00 * Flow (cfs) * 18.75 * 802.90 * 58.35 * * 33.04 * Top Width (ft) * 5.74 * 17.50 * 9.80 * * 5.28 * Avg. Vel. (ft/s) * 1.68 * 6.08 * 2.51 * * 8.22 * Hydr. Depth (ft) * 1.95 * 7.55 * 2.37 * * 17367.3 * Conv. (cfs) * 370.0 * 15845.8 * 1151.5 * * 24.42 * Wetted Per. (ft) * 8.36 * 19.09 * 11.47 * * 5375.40 * Shear (lb/sq ft) * 0.21 * 1.11 * 0.32 * * 1.22 * Stream Power (lb/ft s) * 0.36 * 6.74 * 0.82 * * 0.13 * Cum Volume (acre -ft) * 0.34 * 0.53 * 0.26 * * 0.20 * Cum SA (acres) * 0.21 * 0.10 * 0.12 * 4***********************************************************************411*****##*##*#**#*##h* Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.75 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5383.82 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.49 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5381.33 * Reach Len. (ft) * 28.00 * 27.00 * 30.00 * * Crit W.S. (ft) * 5381.33 * Flow Area (sq ft) * 5.03 * 62.15 * 9.54 * * E.G. Slope (ft/ft) *0.018506 * Area (sq ft) * 5.03 * 62.15 * 9.54 * * Q Total (cfs) * 880.00 * Flow (cfs) * 18.29 * 813.94 * 47.76 * * Top Width (ft) * 17.22 * Top Width (ft) * 2.67 * 10.00 * 4.56 * * Vel Total (ft/s) * 11.47 * Avg. Vel. (ft/s) * 3.64 * 13.10 * 5.01 * * Max Chl Dpth (ft) * 6.53 * Hydr. Depth (ft) * 1.89 * 6.21 * 2.09 * * Conv. Total (cfs) * 6468.9 * Conv. (cfs) * 134.5 * 5983.3 * 351.1 * * Length Wtd. (ft) * 27.20 * Wetted Per. (ft) * 5.13 * 12.48 * 6.29 * * Min Ch El (ft) * 5374.80 * Shear (lb/sq ft) * 1.13 * 5.75 * 1.75 * * Alpha * 1.22 * Stream Power (lb/ft s) * 4.12 * 75.34 * 8.77 * * Frctn Loss (ft) * 0.43 * Cum Volume (acre -ft) * 0.33 * 0.48 * 0.25 * * C & E Loss (ft) * 0.33 * Cum SA (acres) * 0.20 * 0.09 * 0.12 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. _ Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.50 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5381.65 * Element * Left OB * Channel * Right OH * * Vel Head (ft) * 1.38 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5380.26 * Reach Len. (ft) * 310.00 * 275.00 * 290.00 * * Crit W.S. (ft) * 5380.26 * Flow Area (sq ft) * 27.34 * 75.58 * 10.17 * * E.G. Slope (ft/ft) *0.013672 * Area (sq ft) * 27.34 * 75.58 * 10.17 * * Q Total (cfs) * 880.00 * Flow (cfs) * 85.75 * 760.66 * 33.59 * * Top Width (ft) * 47.05 * Top Width (ft) * 24.15 * 14.50 * 8.40 * * Vel Total (ft/s) * 7.78 * Avg. Vel. (ft/s) * 3.14 * 10.06 * 3.30 * * Max Chl Dpth (ft) * 6.26 * Hydr. Depth (ft) * 1.13 * 5.21 * 1.21 * * Conv. Total (cfs) * 7526.1 * Conv. (cfs) * 733.3 * 6505.5 * 287.3 * * Length Wtd. (ft) * 283.69 * Wetted Per. (ft) * 24.26 * 17.96 * 8.72 * * Min Ch E1 (ft) * 5374.00 * Shear (lb/sq ft) * 0.96 * 3.59 * 0.99 * * Alpha * 1.47 * Stream Power (lb/ft s) * 3.02 * 36.15 * 3.29 * * Frctn Loss (ft) * 3.34 * Cum Volume (acre -ft) * 0.32 * 0.44 * 0.25 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.20 * 0.09 * 0.11 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.0 CROSS SECTION OUTPUT Profile #100 ********************************** * E.G. Elev (ft) * 5377.11 * Vel Head (ft) * 1.38 * W.S. Elev (ft) * 5375.74 * Crit W.S. (ft) * 5375.74 * E.G. Slope (ft/ft) *0.010255 * 4 Total (cfs) * 880.00 * Top Width (ft) * 41.15 * Vel Total (ft/s) * 8.01 * Max Chl Dpth (ft) * 5.24 * Conv. Total (cfs) * 8689.9 * Length Wtd. (ft) * 112.99 * Min Ch El (ft) * 5370.50 * Alpha * 1.38 -YEAR ************************************************************* * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * Shear (lb/sq ft) * Stream Power (1b/ft s) * Cum Volume (acre -ft) * Left 08 * Channel * Right OR * * 0.045 * 0.035 * 0.045 * * 140.00 * 140.00 * 60.00 * * 34.42 * 29.92 * 45.55 * * 34.42 * 29.92 * 45.55 * * 208.44 * 371.54 * 300.03 * * 16.68 * 6.00 * 18.47 * * 6.06 * 12.42 * 6.59 * * 2.06 * 4.99 * 2.47 * * 2058.3 * 3668.9 * 2962.7 * * 17.39 * 6.09 * 19.20 * * 1.27 * 3.14 * 1.52 * * 7.67 * 39.04 * 10.00 * * * 0.10 * 0.06 * * 0.05 * 0.02 * 0.03 * * Frctn Loss (ft) * 1.07 0.10 * C s E Loss (ft) * 0.02 * Cum SA (acres) *********************************************************************************************** Warning: Warning: Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 9.0 CROSS SECTION OUTPUT Profile #100-YEAR *********************************************************************************************** * E.G. Elev (ft) * 5374.94 * Element * Left OB * Channel * Right OR * * Vel Head (ft) * 1.29 * Wt. n -Val. * 0.035 * 0.035 * 0.035 * * W.S. Elev (ft) * 5373.65 * Reach Len. (ft) * * * * * Crit W.S. (ft) * 5373.65 * Flow Area (sq ft) * 28.76 * 34.61 * 43.14 * * E.G. Slope (ft/ft) *0.008734 * Area (sq ft) * 28.76 * 34.61 * 43.14 * * 4 Total (cfs) * 880.00 * Flow (cfs) * 191.87 * 393.95 * 294.18 * * Top Width (ft) * 40.61 * Top Width (ft) * 15.03 * 7.00 * 18.58 * * Vel Total (ft/s) * 8.26 * Avg. Vel. (ft/s) * 6.67 * 11.38 * 6.82 * * Max Chl Dpth (ft) * 5.24 * Hydr. Depth (ft) * 1.91 * 4.94 * 2.32 * * Conv. Total (cfs) * 9416.1 * Conv. (cfs) * 2053.1 * 4215.3 * 3147.8* * Length Wtd. (ft) * * Wetted Per. (ft) * 15.94 * 7.12 * 19.15 * * Min Ch El (ft) * 5368.40 * Shear (lb/sq ft) * 0.98 * 2.65 * 1.23 * * Alpha * 1.22 * Stream Power (lb/ft s) * 6.56 * 30.15 * 8.38 * * Frctn Loss (ft) * * Cum Volume (acre -ft) * * * * * C & E Loss (ft) * * Cum SA (acres) * * * * *********************************************************************************************** Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. EXISTING CONDITIONS FLOODWAY MODEL HEC -RAS Version 3.1.2 April 2004 D.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X XXXXX XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX ************************************************************.++s.*************s. PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 10:50:53 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado +...+f..************************************************************************ PLAN DATA Plan Title: EX. CONDITIONS FLOODWAY Plan File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.p05 Geometry Title: EXISTING CONDITIONS FLOODWAY Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.g02 Flow Title Flow File : FLOODWAY (100YEAR) : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f03 Plan Summary Information: Number of: Cross Sections = 15 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow Encroachment Data Equal Conveyance = True Left Offset = Right Offset = 0 0 River = Hubbard Gulch Reach = Hubbard Gulch RS Profile Method Valuel Value2 14.0 100-FLOODWAY 1 345 365 13.75 100-FLOODWAY 1 386.98 424 13.50 100-FLOODWAY 1 390.01 423 :3.25 100-FLOODWAY 1 334.27 393 12.75 100-FLOODWAY 1 300 377.5 12.25 100-FL000WAY 1 234.3 345 12.00 100-FLOODWAY 1 226.7 339.5 11.75 100-FL000WAY 1 293.5 312.5 11.50 100-FL000WAY 1 294 330 11.25 100-FL000WAY 1 298 335 11.00 100-FL000WAY 1 313 345 10.75 100-FL000WAY 1 335 352 10.50 100-FL000WAY 1 329 374 10.0 100-FLOODWAY 1 161 191 9.0 100-FLOODWAY 4 .35 +********+**+*************************+++*+************************************* FLOW DATA Flow Title: FLOODWAY (100YEAR) Flow File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.f03 Flow Data (cfs) +*+*******************+****************************************************** * River Reach RS * 100 -YEAR 100-FLOODWAY * * Hubbard Gulch Hubbard Gulch 14.0 * 880 880 * +**********+***************************************************************** Boundary Conditions *+*+**+*********************+*******+******************************************************************* * River Reach Profile * Upstream Downstream * ******************************************************************************************************** * Hubbard Gulch Hubbard Gulch 100 -YEAR * Hubbard Gulch Hubbard Gulch 100-FLOODWAY +***+*x********************************************x+****x++++++++++++x++++**+++ ******************************************************************************** GEOMETRY DATA Normal S = 0.0133 * Normal 5 = 0.0133 * Geometry Title: EXISTING CONDITIONS FLOODWAY Geometry File : c:\HEC Data\RAS\14th Street Marketplace\Soprisl4thRailroadprj.g02 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 14.0 INPUT Description: FEMA FIRM CROSS SECTION L Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *+*****+************************************************************************ 0 5400 33 5399 278 5395 290 5394 334 5390 348 5386 360 5390 370 5393 575 5397 607 5400 46 298 350 383 5397 5393 5365.7 5394 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ****+******************************************* 0 .045 350 .035 360 .045 241 312 353 503 5397 5392 5385.7 5395 264 321 356 549 5396 5391 5385.7 5397 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 350 360 121 121 121 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev +************************+****************************************************** 255 408 487 5394 5386.6 5394.9 271 5393.4 303 5390.3 420 5384.2 424 5385.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 255 .045 408 .035 424 .045 359 5388.5 373 5387.7 431 5386.7 438 5390.1 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 408 424 51 51 51 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 237 5392.7 260 5391 416 5383.7 423 5385.4 288 5389.8 374 5386.5 407 5385.3 453 5390.4 474 5393.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 237 .045 407 .035 423 .045 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 407 423 52 52 52 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 229 5390 237 5388 266 5387 346 5386 375.5 5385 377.5 5384 379.5 5383 381.5 5382.1 384 5383 388.5 5384 393 5385 399 5386 401.5 5386.4 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 229 .06 375.5 .045 393 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 375.5 393 24 24.5 26 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 217 5389 225 5388 230 5387 247 5386 347 5385.9 363.5 5385 365.5 5384 368 5383 370.5 5382 374.5 5383 377.5 5384 381.5 5385 385.5 5386 392.5 5388.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 217 .06 363.5 .045 377.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 363.5 377.5 178 164 127 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 212 5389.5 233.5 5388 236 5385 239.5 5382 244 5380.1 247.5 5381 248.5 5382 255 5385 256.5 5386 315.5 5386 345.5 5387 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 212 .06 239.5 .045 248.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 239.5 248.5 46 42.5 41 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.00 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 11 Sta Elev Sta Elev StaElevSta Elev Sta Elev ******************************************************************************** 210 5389 226 5388 227.5 5385 229 5382 230.5 5380 234 5379.6 237.5 5380 239.5 5382 241 5385 322 5386 350 5387 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 210 .06 227.5 .045 241 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 227.5 241 98 92 89 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 239 5389.7 251.5 5387 258 5386 287 5385 296 5380 299 5377 301.5 5376.5 304.5 5377 309.5 5383 316.5 5384 332 5385 356 5386 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 239 .06 293 .045 309.5 .06 Bank Sta: Left 293 CROSS SECTION 293 5384 307 5380 Right Lengths: Left Channel Right Coeff Contr. Expan. 309.5 32 16 22 .1 .3 RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 260 5389 272.5 5387 286 5387 290 5385 300 5380 303.5 5379 305 5377 308.5 5376.2 312 5377 316 5380 320.5 5381 324.5 5382 328.5 5383 335 5384 353 5385 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val .:+:++*************************************** ** 260 .06 303.5 .045 316 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 303.5 316 20 12 11 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.25 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 285 5390 294.5 5385 302 5381 302.5 5380 305 5376 310 5375.9 315.5 5376 320 5377 330.5 5383 338.5 5384 366 5385 379 5386 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 285 .06 304 .045 320 .06 304 5377 325 5380 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 304 320 19 20 24 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.00 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 14 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev *************x************♦********************s*******.a********“*“*aa******x 297 5391 310 5385 316 5382 317.5 5380 318.5 5378 320 5376 325.5 5375.4 332.5 5376 336 5378 339 5380 343 5363 347.5 5384 354 5385 358.5 5386 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 297 .06 318.5 .045 336 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 318.5 336 22 24.5 24 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.75 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 13 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ************************* ***********.,mfl******************************** 329 5385 332.5 5384 336 5380 337.5 5377 338.5 5375 342.5 5374.8 346.5 5375 347.5 5377 350.5 5380 354 5383 357.5 5385 366.5 5390 368.5 5391 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val .s**....**************************************** 329 .06 337.5 .045 347.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 337.5 347.5 28 27 30 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.50 INPUT Description: REVISED CROSS SECTION Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev x***************************************************************************** 320 5381 352 5378 354.5 5375 361 5374 365 5375 366.5 5378 374.5 5380 377.5 5382 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 320 .06 352 .045 366.5 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 352 366.5 310 275 290 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.0 INPUT Description: FEMA FIRM CROSS SECTION H Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5385 104 5376 175 5370.5 204 5379 37 155 179 207 5381 5376 5371 5380 61 160 181 280 5380 5375 5372 5381 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ********************.s************************** 0 .045 173 .035 179 .045 80 171 188 318 5379 5372 5373 5382 98 5377 173 5371 196 5375 343 5385 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 173 179 140 140 60 .1 .3 CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 9.0 INPUT Description: FEMA FIRM CROSS SECTION G Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ******************************************************************************** 0 5379 6 5378 12 5375 23 5372 29 5371 32 5369 34 5368.4 39 5369 63 5375 69 5378 85 5379 111 5380 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ************************************************ 0 .035 32 .035 39 .035 Bank Sta: Left Right Coeff Contr. Expan. 32 39 .1 .3 ******************************************************************************* SUMMARY OF MANNING'S N VALUES River:Hubbard Gulch ***************************************************************** * Reach * River Sta. * nl * n2 * n3 ***************************************************************** *Hubbard Gulch * 14.0 *Hubbard Gulch * 13.75 *Hubbard Gulch * 13.50 *Hubbard Gulch * 13.25 *Hubbard Gulch * 12.75 *Hubbard Gulch * 12.25 *Hubbard Gulch * 12.00 *Hubbard Gulch * 11.75 *Hubbard Gulch * 11.50 *Hubbard Gulch * 11.25 *Hubbard Gulch * 11.00 *Hubbard Gulch * 10.75 *Hubbard Gulch * 10.50 *Hubbard Gulch * 10.0 *Hubbard Gulch * 9.0 ********************************* .045* .035* .045* .045* .035* .045* .045* .035* .045* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .06* .045* .06* .045* .035* .045* .035* .035* .035* ************************* ******************************************************************************** SUMMARY OF REACH LENGTHS River: Hubbard Gulch **-*************************************************************** * Reach * River Sta. * Left * Channel * Right * ***************************************************************** *Hubbard Gulch * 14.0 * 121* 121* 121* *Hubbard Gulch * 13.75 * 51* 51* 51* *Hubbard Gulch * 13.50 * 52* 52* 52* *Hubbard Gulch * 13.25 * 24* 24.5* 26* *Hubbard Gulch * 12.75 * 178* 164* 127* *Hubbard Gulch * 12.25 * 46* 42.5* 41* *Hubbard Gulch * 12.00 * 98* 92* 89* *Hubbard Gulch * 11.75 * 32* 16* 22* *Hubbard Gulch * 11.50 * 20* 12* 11* *Hubbard Gulch * 11.25 * 19* 20* 24* *Hubbard Gulch * 11.00 * 22* 24.5* 24* *Hubbard Gulch * 10.75 * 28* 27* 30* *Hubbard Gulch * 10.50 * 310* 275* 290* *Hubbard Gulch * 10.0 * 140* 140* 60* *Hubbard Gulch * 9.0 * * * * ***************************************************************** ******************************************************************************** SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: Hubbard Gulch ******************************************************* Reach * River Sta. * Contr. * Expan. * ******************************************************* *Hubbard Gulch * 14.0 *Hubbard Gulch * 13.75 *Hubbard Gulch * 13.50 *Hubbard Gulch * 13.25 *Hubbard Gulch * 12.75 *Hubbard Gulch * 12.25 *Hubbard Gulch * 12.00 *Hubbard Gulch * 11.75 *Hubbard Gulch * 11.50 *Hubbard Gulch * 11.25 *Hubbard Gulch * 11.00 *Hubbard Gulch * 10.75 .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* .3* *Hubbard Gulch * 10.50 * .1* .3* *Hubbard Gulch * 10.0 * .1* .3* *Hubbard Gulch * 9.0 * .1* .3* ******************************************************* Co' 0 3 0 0 N 0 S 0 U U' co 0 2 6 V QS 0 _ 6s-_ rn o 1.021 mo o 0 r { :f?q: W .Ei 4i N 7 < O O O M 40.651, CO (O (V N 0 0 101.471 106.71 Mc Lri O J' N V N I� 0) c.i 00 M r- N O1 Oix "(o' uJ 0.0102551 3 O(0 o 0 N o O O 0 0.011288 a}' aAY 5377.11 1 5377.341 5374.94 5375.52 r 5375.74 5375.77 5373.65 1 5373.65 c : iYi 'Gt 5375.74 5375.77 5373.65 5373.65, {t3 C 5370.50 1 5370.50 5368.40 5368.40 G: r C 0 m G W m O 0 0 co 00 ' r $i i .Q¢ Si 3. a L1 :Tr', I+ a )- J,y '00 g N y>S kL a ri E t m: Hubbar¢Gulch..' 5 U 0 '0 m T 4- Legend WS 100-FLOODWAY WS 100 -YEAR Ground • Bank Sta Encroachment 0 o N a C 0 m 0 J 0 o N a C 0 m 0 J WS 100-FLOODWAY WS 100 -YEAR Ground • Bank Sta Encroachment 0 O N O 0 O m m m N co co in (u) uopenel3 (y) uopenel3 0 N N N (Ni o v <o 0 Legend WS 100-FLOODWAY WS 100 -YEAR Ground I • Bank Sta C illE E 0 0 00 0 0 C W (y) uogen313 (y) uogen913 c 0 0 0 (u) uogenal3 c 0 0 0 (y) uogenal3 10 r O LO r 0) co M N W N M N M N M U) co M N ClCD 10 O 0 M O M O M u7 N O r c 0 m y 0 0 O O '0 c 0 co WS 100-FLOODWAY WS 100 -YEAR Ground • Bank Sta C 0 E 0 00 00 J U C W 0 0 e0 I i i c i i N yN N 0 CO t0 V N 0 0 (0 VM r 0 0) ro 0 (0 w ro n r n LO N N cc, el el N N LO N CO CO N CO CO (�) 11011811013 (y) uopena13 (j) uopen913 0 N CO O cAi 0 N O O O M N A M N co 10 co r 7� t0 O N O a0 O CO CO M M CO M 1O N IO N (u)Op/Lela 73 c 0 0 0 0 J WS 100-FLOODWAY WS 100 -YEAR Ground • Bank Sta Encroachment c O (g) uOgene13 (g) uopene13 " c 0 71 y 0 0 th 0 -0 in 0 0 • Oto iO N O CO M CO M (0 (O N N (O (4) uogene13 0 F c 0 (0 HEC -RAS Version 3.1.2 April 2004 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX x X X x x X X X X X x X X x XXXXX XXXXXX% XXXX x XXX XXXX XXXXXX XXXX x X X x X X X X x x X X X X XXXX x x X XXXXXX XXXX X X X X %XXXX ******************************************************************************** PROJECT DATA Project Title: 14th Street Marketplace Project File : Soprisl4thRailroadprj.prj Run Date and Time: 10/2/2007 11:03:55 AM Project in English units Project Description: 14th Street Marketplace 1415 and 1439 Railroad Avenue Rifle, Colorado CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 14 0 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5393.68 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.26 * Wt. n -Val. * 0.045 * 0.035 * 0.045 * * W.S. Elev (ft) * 5391.42 * Reach Len. (ft) * 121.00 * 121.00 * 121.00 * * Crit W.S. (ft) * 5391.42 * Flow Area (sq ft) * 26.11 * 48.59 * 3.36 * * E.G. Slope (ft/ft) *0.014601 * Area (sq ft) * 26.11 * 48.59 * 3.36 * * Q Total (cfs) * 880.00 * Flow (cfs) * 231.82 * 637.82 * 10.36 * * Top Width (ft) * 19.73 * Top Width (ft) * 5.00 * 10.00 * 4.73 * * Vel Total (ft/s) * 11.27 * Avg. Vel. (ft/s) * 8.88 * 13.13 * 3.08 * * Max Chl Dpth (ft) * 5.72 * Hydr. Depth (ft) * 5.22 * 4.86 * 0.71 * * Conv. Total (cfs) * 7282.8 * Conv. (cfs( * 1918.5 * 5278.5 * 85.7 * * Length Wtd. (ft) * 121.00 * Wetted Per. (ft) * 9.70 * 11.87 * 4.94 * * Min Ch El (ft) * 5385.70 * Shear (lb/sq ft) * 2.45 * 3.73 * 0.62 * * Alpha * 1.15 * Stream Power (1b/ft s) * 21.77 * 48.97 * 1.91 * * Frctn Loss (ft) * 1.67 * Cum Volume (acre -ft) * 1.08 * 1.48 * 0.64 * * C & E Loss (ft) * 0.29 * Cum SA (acres) * 0.44 * 0.29 * 0.44 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.75 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5390.35 * Vel Head (ft) * 1.28 * W.S. Elev (ft) * 5389.07 * Crit W.S. (ft) * 5389.07 * E.G. Slope (ft/ft) *0.013002 * Q Total (cfs) * 880.00 * Top Width (ft) * 37.02 * Vel Total (ft/s) * 8.35 * Max Chl Dpth (ft) * 4.87 * Conv. Total (cfs) * 7717.5 * Length Wtd. (ft) * 51.00 * Min Ch El (ft) * 5384.20 * Alpha * 1.19 * Frctn Loss (ft) * 0.60 * C & E Loss (ft) * 0.04 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * * Shear (lb/sq ft) * * Stream Power (lb/ft s) * * Cum Volume (acre -ft) * * Cum SA (acres) * Left OB * Channel 0.045 * 0.035 51.00 * 51.00 44.91 * 60.47 44.91 * 60.47 * 265.41 * 614.59 21.02 * 16.00 5.91 * 10.16 2.14 * 3.78 2327.6 * 5389.8 22.84 * 19.88 1.60 * 2.47 9.43 * 25.10 0.98 * 1.33 0.40 * 0.25 Right OB * * 51.00 * * * * ********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.50 CROSS SECTION OUTPUT Profile #100-FLOODWAY ----**-****-*****************************************t********k*****1******************************** * E.G. Elev (ft) * 5389.52 * Element * Left OB * Channel * Right OR * * Vel Head (ft) * 1.14 * Wt. n -Val. * 0.045 * 0.035 * * * W.S. Elev (ft) * 5388.38 * Reach Len. (ft) * 52.00 * 52.00 * 52.00 * Crit W.S. (ft) * * Flow Area (sq ft) * 47.12 * 61.76 * * E.G. Slope (ft/ft) *0.010736 * Area (sq ft) * 47.12 * 61.76 * * Q Total (cfs) * 880.00 * Flow (cfs) * 290.61 * 589.39 * * Top Width (ft) * 32.99 * Top Width (ft) * 16.99 * 16.00 * * Vel Total (ft/s) * 8.08 * Avg. Vel. (ft/s) * 6.17 * 9.54 * * Max Chl Dpth (ft) * 4.68 * Hydr. Depth (ft) * 2.77 * 3.86 * * Conv. Total (cfs) * 8493.2 * Conv. (cfs) * 2804.7 * 5688.5 * * Length Wtd. (ft) * 52.00 * Wetted Per. (ft) * 19.47 * 19.33 * * Min Ch El (ft) * 5363.70 * Shear (lb/sq ft) * 1.62 * 2.14 * * Alpha * 1.13 * Stream Power (lb/ft s) * 10.01 * 20.44 * Frctn Loss (ft) * 0.34 * Cum Volume (acre -ft) * 0.93 * 1.26 * C 6 E Loss (ft) * 0.24 * Cum SA (acres) * 0.38 * 0.23 * 0.44 * *********************************************************************************************** * 0.63 * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 13.25 CROSS SECTION OUTPUT Profile #100-FLOODWAY ************************************************ * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * 5388.94 * 0.33 * 5388.61 *0.004437 * 880.00 * 58.73 * 4.22 *********************************************** * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Left 013 * Channel * Right OB * * 0.060 * 0.045 * * 24.00 * 24.50 * 121.39 * 87.15 * 121.39 * 87.15 * 402.19 * 477.81 * 41.23 * 17.50 * 3.31 * 5.48 * 26.00 * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * C & E Loss (ft) * 6.51 * Hydr. Depth (ft) * 2.94 * 4.98 * 13210.5 * Conv. (cfs) * 6037.6 * 7172.9 * 24.24 * Wetted Per. (ft) * 43.71 * 22.15 * 5382.10 * Shear (lb/sq ft) * 0.77 * 1.09 * 1.20 * Stream Power (lb/ft s) * 2.55 * 5.98 * * 0.10 * Cum Volume (acre -ft) * 0.83 * 1.17 * 0.63 * * 0.03 * Cum SA (acres) * 0.35 * 0.21 * 0.44 * ****++***+*************************************************+*+********************+*********+** CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.75 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5388.81 * Element * Left OB * Channel * * Vel Head (ft) * 0.23 * Wt. n -Val. * 0.060 * 0.045 * * W.S. Elev (ft) * 5388.58 * Reach Len. (ft) * 178.00 * 164.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 176.48 * 75.61 * * E.G. Slope (ft/ft) *0.003624 * Area (sq ft) * 176.48 * 75.61 * * Q Total (cfs) * 880.00 * Flow (cfs) * 508.82 * 371.18 * * Top Width (ft) * 77.50 * Top Width (ft) * 63.50 * 14.00 * * Vel Total (ft/s) * 3.49 * Avg. Vel. (ft/s) * 2.88 * 4.91 * * Max Chl Dpth (ft) * 6.58 * Hydr. Depth (ft) * 2.78 * 5.40 * * Conv. Total (cfs) * 14617.5 * Conv. (cfs) * 8451.9 * 6165.5 * * Length Wtd. (ft) * 161.83 * Wetted Per. (ft) * 66.16 * 19.49 * * Min Ch E1 (ft) * 5382.00 * Shear (lb/sq ft) * 0.60 * 0.88 * * Alpha * 1.23 * Stream Power (lb/ft s) * 1.74 * 4.31 * * Frctn Loss (ft) * 0.80 * Cum Volume (acre -ft) * 0.74 * 1.13 * 0.63 * * C & E Loss (ft) * 0.05 * Cum SA (acres) * 0.32 * 0.20 * 0.44 * *********************************************************************************************** Right OB * 127.00 * * * * * Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional -cross-sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.25 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5387.96 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.77 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * W.S. Elev (ft) * 5387.19 * Reach Len. (ft) * 46.00 * 42.50 * 41.00 * Crit W.S. (ft) * 5387.19 * Flow Area (sq ft) * 14.88 * 56.52 * 116.85 * E.G. Slope (ft/ft) *0.007204 * Area (sq ft) * 14.88 * 56.52 * 116.85 * Q Total (cfs) * 880.00 * Flow (cfs) * 57.13 * 505.49 * 317.38 * Top Width (ft) * 110.70 * Top Width (ft) * 5.20 * 9.00 * 96.50 * Vel Total (ft/s) * 4.67 * Avg. Vel. (ft/s) * 3.84 * 8.94 * 2.72 * Max Chl Dpth (ft) * 7.08 * Hydr. Depth (ft) * 2.86 * 6.28 * 1.21 * Conv. Total (cfs) * 10368.2 * Conv. (cfs) * 673.2 * 5955.7 * 3739.4 * Length Wtd. (ft) * 42.13 * Wetted Per. (ft) * 7.41 * 9.91 * 97.68 * Min Ch El (ft) * 5380.10 * Shear (lb/sq ft) * 0.90 * 2.56 0.54 * Alpha * 2.27 * Stream Power (lb/ft s) * 3.47 * 22.93 * 1.46 * Frctn Loss (ft) * 0.35 * Cum Volume (acre -ft) * 0.35 * 0.88 * 0.46 * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.18 * 0.16 * 0.30 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 12.00 CROSS SECTION OUTPUT Profile #100-FLOODWAY ******************************************************* * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * Alpha * Frctn Loss (ft) * * C & E Loss (ft) * 0.14 * Cum SA (acres) * 0.18 * 0.15 * 0.21 *********************************************************************************************** * 5387.41 * Element * 0.77 * Wt. n -Val. * 5386.64 * Reach Len. (ft) * 5386.64 * Flow Area (sq ft) * *0.009483 * Area (sq ft) * 880.00 * Flow (cfs) * 112.80 * Top Width (ft) * 5.00 * Avg. Vel. (ft/s) * 7.04 * Hydr. Depth (ft) * 9036.5 * Conv. (cfs) * * 91.57 * Wetted Per. (ft) * 5379.60 * Shear (lb/sq ft) * 1.98 * Stream Power (lb/ft s) * 1.34 * Cum Volume (acre -ft) * **************************************** Left OB * 0.060 * 98.00 * 0.67 * 0.67 * 0.83 * 0.80 * 1.24 * 0.84 * 8.6 * 1.83 * 0.22 * 0.27 * 0.34 * Channel * Right OR * 0.045 * 0.060 * 92.00 * 89.00 * 77.07 * 98.33 * 77.07 * 98.33 * 628.59 * 250.58 * 13.50 * 98.50 * 8.16 * 2.55 * 5.71 * 1.00 * 6454.8 * 2573.1 * 19.08 * 98.53 * 2.39 * 0.59 * 19.50 * 1.51 * 0.81 * 0.36 * * Warning: Warning: Warning: Warning: Warning: Wining: Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. The cross section had to be extended vertically during the critical depth calculations. The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. DUring-the standard step -iterations,, when the -assumed -water -surface -was -set -equal -to -critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.75 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5385.67 * Element * Left OB * Channel * Right 013 * * Vel Head (ft) * 2.17 * Wt. n -Val. * * 0.045 * 0.060 * * W.S. Elev (ft) * 5383.50 * Reach Len. (ft) * 32.00 * 16.00 * 22.00 * * Crit W.S. (ft) * 5383.50 * Flow Area (sq ft) * * 74.24 * 0.86 * * E.G. Slope (ft/ft) *0.025343 * Area (sq ft) * * 74.24 * 0.86 * * Q Total (cfs) * 880.00 * Flow (cfs) * * 878.55 * 1.45 * * Top Width (ft) * 19.00 * Top Width (ft) * * 16.00 * 3.00 * * Vel Total (ft/s) * 11.72 * Avg. Vel. (ft/s) * * 11.83 * 1.68 * * Max Chl Dpth (ft) * 7.00 * Hydr. Depth (ft) * * 4.64 * 0.29 * * Conv. Total (cfs) * 5527.8 * Conv. (cfs) * * 5518.7 * 9.1 * * Length Wtd. (ft) * 17.31 * Wetted Per. (ft) * * 21.98 * 3.10 * * Min Ch E1 (ft) * 5376.50 * Shear (lb/sq ft) * * 5.34 * 0.44 * * Alpha * 1.02 * Stream Power (lb/ft s) * * 63.24 * 0.74 * * Frctn Loss (ft) * 0.24 * Cum Volume (acre -ft) * 0.34 * 0.65 * 0.26 * * C & E Loss (ft) * 0.34 * Cum SA (acres) * 0.17 * 0.12 * 0.10 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.50 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5384.41 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 1.04 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5383.37 * Reach Len. (ft) * 20.00 * 12.00 * 11.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 24.75 * 74.90 * 24.23 * * E.G. Slope (ft/ft) *0.008576 * Area (sq ft) * 24.75 * 74.90 * 24.23 * * Q Total (cfs) * 880.00 * Flow (cfs) * 109.47 * 678.82 * 91.71 * * Top Width (ft) * 36.00 * Top Width (ft) * 9.50 * 12.50 * 14.00 * * Vel Total (ft/s) * 7.10 * Avg. Vel. (ft/s) * 4.42 * 9.06 * 3.78 * * Max Chl Dpth (ft) * 7.17 * Hydr. Depth (ft) * 2.61 * 5.99 * 1.73 * * Conv. Total (cfs) * 9502.4 * Conv. (cfs) * 1182.1 * 7330.0 * 990.3 * * Length Wtd. (ft) * 12.51 * Wetted Per. (ft) * 10.72 * 14.68 * 14.51 * * Min Ch El (ft) * 5376.20 * Shear (lb/sq ft) * 1.24 * 2.73 * 0.89 * * Alpha * 1.33 * Stream Power (lb/ft s) * 5.47 * 24.76 * 3.38 * * Frctn Loss (ft) * 0.05 * Cum Volume (acre -ft) * 0.33 * 0.62 * 0.25 * * C & E Loss (ft) * 0.16 * Cum SA (acres) * 0.17 * 0.11 * 0.10 * *********************************************************************************************** warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need -for -additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.25 CROSS SECTION OUTPUT Profile #100-FL00DWAY *********************************************************************************************** * E.G. Elev (ft) * 5384.20 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 0.51 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5383.69 * Reach Len. (ft) * 19.00 * 20.00 * 24.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 15.88 * 120.82 * 39.84 * * E.G. Slope (ft/ft) *0.002436 * Area (sq ft) * 15.88 * 120.82 * 39.84 * * 0 Total (cfs) * 880.00 * Flow (cfs) * 28.49 * 741.70 * 109.81 * * Top Width (ft) * 37.00 * Top Width (ft) * 6.00 * 16.00 * 15.00 * * Vel Total (ft/s) * 4.98 * Avg. Vel. (ft/s) * 1.79 * 6.14 * 2.76 * * Max Chl Dpth (ft) * 7.79 * Hydr. Depth (ft) * 2.65 * 7.55 * 2.66 * * Conv. Total (cfs) * 17830.9 * Conv. (cfs) * 577.3 * 15028.6 * 2224.9 * * Length Wtd. (ft) * 20.36 * Wetted Per. (ft) * 9.56 * 16.53 * 16.76 * * Min Ch El (ft) * 5375.90 * Shear (1b/sq ft) * 0.25 * 1.11 * 0.36 * * Alpha * 1.32 * Stream Power (lb/ft s) * 0.45 * 6.82 * 1.00 * * Frctn Loss (ft) * 0.05 * Cum Volume (acre -ft) * 0.32 * 0.60 * 0.25 * * C & E Loss (ft) * 0.00 * Cum SA (acres) * 0.17 * 0.11 * 0.09 * *********************************************************************************************** CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 11.00 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * 5384.15 * Element * 0.53 * Wt. n -Val. * 5383.61 * Reach Len. (ft) * Left OB * Channel * Right OB * * 0.060 * 0.045 * 0.060 * * 22.00 * 24.50 * 24.00 * * Crit W.S. (ft) * * Flow Area (sq ft) * 11.13 * 132.00 * 23.08 * * E.G. Slope (ft/ft) *0.002576 * Area (sq ft) * 11.13 * 132.00 * 23.08 * * Q Total (cfs) * 880.00 * Flow (cfs) * 18.74 * 803.01 * 58.25 * * Top Width (ft) * 32.00 * Top Width (ft) * 5.50 * 17.50 * 9.00 * * Vel Total (ft/s) * 5.29 * Avg. Vel. (ft/s) * 1.68 * 6.08 * 2.52 * * Max Chl Dpth (ft) * 8.21 * Hydr. Depth (ft) * 2.02 * 7.54 * 2.56 * * Conv. Total (cfs) * 17337.0 * Conv. (cfs) * 369.2 * 15820.2 * 1147.6 * * Length Wtd. (ft) * 24.42 * Wetted Per. (ft) * 8.20 * 19.09 * 10.82 * * Min Ch E1 (ft) * 5375.40 * Shear (lb/sq ft) * 0.22 * 1.11 * 0.34 * * Alpha * 1.22 * Stream Power (lb/ft s) * 0.37 * 6.77 * 0.87 * * Frctn Loss (ft) * 0.13 * Cum Volume (acre -ft) * 0.32 * 0.54 * 0.23 * * C & E Loss (ft) * 0.19 * Cum SA (acres) * 0.16 * 0.10 * 0.09 * *********************************************************************************************** Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.75 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * 5383.82 * Element * Left OB * Channel * Right OB * * Vel Head (ft) * 2.44 * Wt. n -Val. * 0.060 * 0.045 * 0.060 * * W.S. Elev (ft) * 5381.39 * Reach Len. (ft) * 28.00 * 27.00 * 30.00 * Crit W.S. (ft) * 5381.39 * Flow Area (sq ft) * 5.15 * 62.69 * 9.78 * * E.G. Slope (ft/ft) *0.017920 * Area (sq ft) * 5.15 * 62.69 * 9.78 * * 4 Total (cfs) * 880.00 * Flow (cfs) * 18.66 * 812.63 * 48.71 * * Top Width (ft) * 17.00 * Top Width (ft) * 2.50 * 10.00 * 4.50 * * Vel Total (ft/s) * 11.34 * Avg. Vel. (ft/s) * 3.62 * 12.96 * 4.98 * -* Max Chl Dpth (ft) * 6:59 * Hydr. Depth (ft) * 2.06- * 6v27 * 2.17 * * Conv. Total (cfs) * 6573.7 * Conv. (cfs) * 139.4 * 6070.5 * 363.8 * * Length Wtd. (ft) * 27.21 * Wetted Per. (ft) * 5.12 * 12.48 * 6.32 * * Min Ch E1 (ft) * 5374.80 * Shear (lb/sq ft) * 1.13 * 5.62 * 1.73 * * Alpha * 1.22 * Stream Power (lb/ft s) * 4.08 * 72.83 * 8.62 * * Frctn Loss (ft) * 0.41 * Cum Volume (acre -ft) * 0.31 * 0.48 * 0.22 * * C & E Loss (ft) * 0.34 * Cum SA (acres) * 0.16 * 0.09 * 0.08 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.50 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Chl Dpth (ft) * 5381.64 * Element * 1.30 * Wt. n -Val. * 5380.34 * Reach Len. (ft) * 5380.34 * Flow Area (sq ft) *0.012711 * Area (sq ft) * 880.00 * Flow (cfs) * 45.00 * Top Width (ft) * 7.57 * Avg. Vel. (ft/s) * 6.34 * Hydr. Depth (ft) * Left OB * Channel * Right OB * * 0.060 * 0.045 * 0.060 * 310.00 * 275.00 * 290.00 * 29.03 * 76.68 * 10.52 * 29.03 * 76.68 * 10.52 * 93.90 * 751.40 * 34.70 * 23.00 * 14.50 * 7.50 * 3.23 * 9.80 * 3.30 * 1.26 * 5.29 * 1.40 * Conv. Total (cfs) * 7805.3 * Conv. (cfs) * 832.8 * 6664.7 * 307.8 * * Length Wtd. (ft) * 283.72 * Wetted Per. (ft) * 23.28 * 17.96 * 8.20 * * Min Ch El (ft) * 5374.00 * Shear (lb/sq ft) * 0.99 * 3.39 * 1.02 * * Alpha * 1.46 * Stream Power (1b/ft s) * 3.20 * 33.20 * 3.36 * * Frctn Loss (ft) * 3.36 * Cum Volume (acre -ft) * 0.30 * 0.44 * 0.21 * * C s E Loss (ft) * 0.03 * Cum SA (acres) * 0.15 * 0.09 * 0.08 * *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 10.0 CROSS SECTION OUTPUT Profile #100-FLOODWAY *************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) *- Max -Chl-Dpth - (ft) * Conv. Total (cfs) * Length Wtd. (ft) * Min Ch El (ft) * 5377.34 1.57 * 5375.77 * 5375.77 *0.011071 * 880.00 * Element * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * 30.00 * Top Width (ft) * 8.67 * Avg. Vel. (ft/s) * 5.27 * Hydr. Depth (ft) * 8363.5 * Conv. (cfs) * 114.84 * Wetted Per. (ft) * 5370.50 * Shear (lb/sq ft) ******************************** * Left OB * * 0.045 * * 140.00 * * 32.66 * * 32.66 * * 210.53 * * 12.00 * * 6.45 * * 2.72 * 2000.9 * 3716.3 * 13.65 * 6.09 * 1.65 * 3.42 Channel * Right OB * 0.035 * 0.045 * 140.00 * 60.00 * 30.15 * 38.67 * 30.15 * 38.67 * 391.03 * 278.44 * 6.00 * 12.00 * 12.97 * 7.20 * *----5.02 * 3.2-2 * * 2646.3 * 14.42 * 1.85 * 13.34 * 0.05 * Alpha * 1.34 * Stream Power (lb/ft s) * 10.66 * 44.36 * Frctn Loss (ft) * 1.28 * Cum Volume (acre -ft) * 0.08 * 0.10 * C 6 E Loss (ft) * 0.03 * Cum SA (acres) * 0.03 * 0.02 * 0.01 *********************************************************************************************** Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. CROSS SECTION RIVER: Hubbard Gulch REACH: Hubbard Gulch RS: 9.0 CROSS SECTION OUTPUT Profile #100-FLOODWAY *********************************************************************************************** * E.G. Elev (ft) * Vel Head (ft) * W.S. Elev (ft) * Crit W.S. (ft) * E.G. Slope (ft/ft) * Q Total (cfs) * Top Width (ft) * Vel Total (ft/s) * Max Ch1 Dpth (ft) * Conv. Total (cfs) * Length Wtd. (ft) * 5375.52 * 1.87 * 5373.65 * 5373.65 *0.011288 * 880.00 22.66 10.25 5.25 8282.6 * Element * Left 08 * Channel * Right 08 * * 0.035 * 0.035 * 0.035 * * * * * * Wt. n -Val. * Reach Len. (ft) * Flow Area (sq ft) * Area (sq ft) * Flow (cfs) * Top Width (ft) * Avg. Vel. (ft/s) * Hydr. Depth (ft) * Conv. (cfs) * Wetted Per. (ft) * 19.83 * 19.83 * 156.34 6.61 7.88 2.91 1471.4 9.48 * 34.65 * 34.65 * 448.60 * 7.00 * 12.95 * 4.95 * 4222.2 * 7.12 * 31.35 * 31.35 * 275.07 * 8.85 * 8.77 * 3.54 * 2589.0 * 11.56 * Min Ch El (ft) * 5366.40 * Shear (1b/sq ft) * 1.47 * 3.43 * 1.91 * * Alpha * 1.15 * Stream Power (lb/ft s) * 11.62 * 44.38 * 16.77 * * Frctn Loss (ft) * * Cum Volume (acre -ft) * * * * * C & E Loss (ft) * * Cum SA (acres) * * * * *********************************************************************************************** Warning: Slope too steep for slope area to converge during supercritical flow calculations (normal depth is below critical depth). Water surface set to critical depth. COMPARISONS EFFECTIVE VS. DUPLICATE EFFECTIVE AND EXISTING CONDITIONS MODELS HEC -2 EFFECTIVE MODEL STA CROSS SECTION WSEL WITHOUT FLOODWAY WSEL WITH FLOODWAY DIFFERENCE FLOODPLAIN WIDTH FLOODWAY WIDTH G 9.00 5373.62 5373.54 -0.1 40 26 H 10.00 5375.70 5375.72 0.0 41 30 11.00 5378.71 5378.56 -0.1 25 19 11.10 5381.55 5382.10 0.6 55 49 I 11.20 5384.45 5384.87 0.4 80 49 J 12.00 5384.53 5385.06 0.5 107 101 K 13.00 5386.37 5386.54 0.2 75 32 L 14.00 5390.90 5390.94 0.0 41 20 HEC -RAS DUPLICATE EFFECTIVE MODEL STA CROSS SECTION WSEL WITHOUT FLOODWAY WSEL WITH FLOODWAY DIFFERENCE FLOODPLAIN WIDTH FLOODWAY WIDTH G 9.00 5373.65 5373.57 -0.1 41 26 H 10.00 5375.74 5375.73 0.0 41 30 11.00 5378.71 5378.58 -0.1 25 19 11.10 5381.55 5381.98 0.4 55 43 I 11.20 5385.56 5387.05 1.5 95 49 J 12.00 5385.61 5387.15 1.5 129 73 K 13.00 5386.38 5386.68 0.3 75 32 L 14.00 5390.90 5390.95 0.1 41 18 HEC -RAS EXISTING CONDITIONS MODEL STA CROSS SECTION WSEL WITHOUT FLOODWAY WSEL WITH FLOODWAY DIFFERENCE FLOODPLAIN WIDTH FLOODWAY WIDTH G 9.00 5373.65 5373.65 0.0 41 23 H 10.00 5375.74 5375.77 0.0 41 30 10.50 5380.26 5380.34 0.1 47 45 10.75 5381.33 5381.39 0.1 17 17 11.00 5383.62 5383.61 0.0 33 32 11.25 5383.70 5383.69 0.0 39 37 11.50 5383.38 5383.37 0.0 38 36 11.75 5383.47 5383.50 0.0 19 19 12.00 5386.63 5386.64 0.0 113 113 12.25 5387.13 5387.19 0.1 111 111 12.75 5388.39 5388.58 0.2 171 78 13.25 5388.40 5388.61 0.2 166 59 13.50 5388.37 5388.38 0.0 116 33 13.75 5388.75 5389.07 0.3 84 37 L 14.00 5390.90 5391.42 0.5 41 20